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Home My WebLink AboutPermit L09-007 - HAMMER SHAWN / DIGITAL FOREST - WIRELESS TELECOMMUNICATIONSDIGITAL FOREST WIRELESS TELECOMMUNICATIONS Type II Wireless 12101 TIB LO9 -007 • Cizy of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director April 10, 2009 NOTICE OF DECISION TO: Shawn Hammer, Applicant Steve Hargrove, Applicant Sabey Corporation, Owner King County Assessor, Accounting Division This letter serves as a notice of decision and is issued pursuant to TMC 18.104.170 on the following project and permit approval. I. PROJECT INFORMATION Project File Number: L09 -007 Applicant: Steve Hargrove Type of Permit Applied for: Type II Wireless Communication Facility Permit Project Description: Approval of a type II Wireless Facilities Permit to install two Hughes satellite antennas on an existing commercial building. Location: 12101 Tukwila International Blvd Associated Files: D09 -027 Comprehensive Plan Designation/Zoning District: Commercial/Light Industrial II. DECISION SEPA Determination: The City SEPA Responsible Official has previously determined that this application does not require a SEPA threshold determination because it is categorically exempt. Decision on. Substantive Permit: The Community Development Director has determined that the application for a type II WCF permit does comply with applicable City and state code requirements and has approved with the application with no conditions based on the findings and conclusions contained in the staff report. III. YOUR APPEAL RIGHTS T.I.... •I- Til_. L S..- - A A • AA T_ _._ _ AA- •n• A-'. AMINIMIS The Decision on this Permit Application is a Type 2 decision pursuant to Tukwila Municipal Code §18.104.010. Other land use applications related to this project may still be pending. One administrative appeal to the Hearing Examiner of the Decision on the Permit itself is permitted. A party who is not satisfied with the outcome of the administrative appeal process may file an appeal in King County Superior Court from the Hearing Examiner. IV. PROCEDURES AND TIME FOR APPEALING In order to appeal the Community Development Director's decision on the Permit Application, a written notice of appeal must be filed with the Department of Community Development within 14 days of the issuance of this Decision, that is by April 24, 2009 The requirements for such appeals are set forth in Tukwila Municipal Code 18.116. All appeal materials shall be submitted to the Department of Community Development. Appeal materials MUST include: 1. The name of the appealing party. 2. The address and phone number of the appealing party; and if the appealing party is a corporation, association or other group, the address and phone number of a contact person authorized to receive notices on the appealing party's behalf. 3. A statement identifying the decision being appealed and the alleged errors in the decision, including any specific-challenge to an MDNS. 4. The Notice of Appeal shall identify (a) the specific errors of fact or errors in application of the law in the decision being appealed; (b) the harm suffered or anticipated by the appellant, and (c) the relief sought. The scope of an appeal shall be limited to matters or issues raised in the Notice of Appeal. 5. Appeal fee based on the current fee schedule. V. APPEAL HEARINGS PROCESS Any administrative appeal regarding the Permit shall be conducted as an open record hearing before the Hearing Examiner based on the testimony and documentary evidence presented at the open record hearing. The Hearing Examiner decision on the appeal is the City's final decision. Any party wishing to challenge the Hearing Examiner decision on this application must file an appeal pursuant to the procedures and time limitations set forth in RCW 36.70C. An appeal challenging a DNS, an MDNS or an EIS may be included in such an appeal. If no appeal of the Hearing Examiner decision is properly filed in Superior Court within such time limit, the Decision on this permit will be final. VI. INSPECTION OF INFORMATION ON THE APPLICATION Project materials including the application, any staff reports, and other studies related to the permits are available for inspection at the Tukwila Department of Community Development, 6300 Southcenter Blvd., • • Suite 100, Tukwila, Washington 98188 from Monday through Friday between 8:30 a.m. and 5:00 p.m. The project planner is Brandon Miles, who may be contacted at 206 -431 -3684 for further information. Property owners affected by this decision may request a change in valuation for their property tax purposes. Contact the King County Assessor's Office for further information regarding property tax valuation changes. The notice board must be removed at the expiration of the appeal period if no appeal is filed. Department of Community Development City of Tukwila NOTIFICATION: FILE NUMBER: APPLICANT: OWNER: REQUEST: LOCATION: ASSOCIATED PERMITS: SEPA DETERMINATION: COMPREHENSIVE PLAN DESIGNATION: ZONE DESIGNATION: STAFF: ATTACHMENTS: A. B. C. STAFF REPORT TO THE DIRECTOR PREPARED April 9, 2009 Notification is not required for a type II permit that is exempt from SEPA Review L09 -007 Shawn Hammer Sabey Corporation Approval of a type II Wireless Facilities Permit to install two Hughes satellite antennas on an existing commercial building. 12101 Tukwila International Blvd D09 -027 (Building Permit) Exempt from Review Commercial/Light Industrial (C/LI) Commercial/Light Industrial (,I) Brandon J. Miles, Senior Plannei Project Plans, date stamped February 27, 2009 Vicinity Map, date stamped February 27, 2009 Application Material, dated stamped February 27, 2009 I. FINDINGS Vicinity /Site Information Project Description The applicant is requesting approval of a type II Wireless Facilities Permit to install two Hughes satellite antennas on the roof of the Intergate West Building C. The satellite antennas will be placed on a new steel frame which will be bolted onto the existing building girder. The antennas will be placed on the west side of the building. Existing Development The antennas will be located on an existing multi -tenant commercial building that is part of the Intergate West Building. The building is approximately 130,000 square feet in area and is five stories. The property sits below a large slope. The building has a height of approximately 45 feet along the east elevation; however the height is reduced along the west elevation to 25 feet due to the fact that the building is built into the hillside. Surrounding Land Uses The site is located along Tukwila International Blvd (TIB) and is zoned commercial/light industrial. The commercial properties along TIB are zoned commercial/light industrial. The property is bordered by a large hillside on the west property line. An apartment building is located on this hillside. The apartment complex is located in unincorporated King County. II. BACKGROUND In 2006, the City adopted a Wireless Facilities Chapter (TMC 18.71) to the Zoning Code. The chapter provides specific location and design requirements for the placement of WCF within the City of Tukwila. Location Selection Tukwila Municipal Code (TMC) provides a hierarchy of appropriate locations within the City. Generally, co- locations and utilizing existing structures are favored over the development of new standalone WCF within the City. The applicant has chosen to install a non - concealed WCF on an existing commercial building in a commercial zone. In most cases the City prefers that a concealed mounted antenna be used, however given the large size of the building compared to the size of the antennas, the applicant is proposing to install non - concealed antennas. The City's hierarchy of appropriate locations for WCF is largely based on assumption that an applicant has multiple locations to choose for site installation, such as a cell phone provider. However, in this case H: \Wireless Permits\Digital Forest, L09- 007 \Type II Staff Report.doc • • the antennas being installed will be used for a tenant that is located within the building where they are being mounted. The antennas cannot be located on a transmission tower, an existing WCF tower, or on a utility pole. III. WIRELESS COMMUNICATION FACILITY CRITERIA (TMC 18.58) General Design Standards (TMC 18.58.070) The City provides general design standards for the placement of WCF within the City of Tukwila. The following are the general design standards for all WCF within the City: Table 1 General Design Project Project Not Applicable Notes: Standards does comply does not comply 1. Generators must comply with TMC 8.22 regarding noise. The applicant has not proposed a generator. 2.Business License Requirement 1/ The business that will utilize the antennas has an existing City business license. 3. Only safety signage must be placed on the WCF ,/ 4. Accommodations for parking for maintenance personnel must be provided. %( There are existing parking stalls on the site that provide sufficient parking for the proposed WCF. 5. Towers shall maintain a galvanized steel finish. ✓ 6. The design of all buildings and ancillary structures shall use materials, colors, textures, screening, and landscaping that will blend the tower facilities to the natural setting and V The applicant has chosen to locate the antennas on the west side of the building. This location will assist in screening the antennas. Additionally, the support structure will be painted gray oxide to match the existing mechanical H: \Wireless Permits\Digital Forest, L09- 007 \Type II Staff Report.doc J built environment. Project Project does Not Applicable support structures. 7. Antennas shall have the same color scheme as the structure they are located on. 1/ The antennas will be painted "Andrews White ". A white paint color will be consistent with the color scheme for the overall building. 8. WCF poles and towers shall only have safety lights if required by a government agency. V 1. Due to the size of the building and the proposed location of the antennas, the visual impact of the exposed antennas will be minimal in relation to the building. No lighting is proposed. 9. No advertising is permitted on WCF ,/ 10. Each service provider shall be limited to an equipment enclosure of 360 square feet. ,/ No outdoor enclosure is proposed. Request to Use Non - Concealed Building Attached WCF in Lieu of a Concealed Building Attached WCF (TMC 18.58.140) The applicant has proposed to use a non - concealed building WCF in lieu of using a concealed building attachment. Under the City's hierarchy of preferred WCF facilities type, a concealed WCF is preferred over a non - concealed. However, the City has recognized that in some cases using a concealed WCF is not practical and in some cases can have a greater aesthetic impact than if a non - concealed facility was used. The City allows an applicant to request to use a non - concealed WCF is lieu of a concealed under the following requirements: Table 2 Concealed vs. Non Project Project does Not Applicable Notes: Concealed Criteria does comply not comply 1. Due to the size of the building and the proposed location of the antennas, the visual impact of the exposed antennas will be minimal in relation to the building. The The antennas are proposed will be along the west side of the building. As noted, the building sits in the hillside that is located along its west property line. The location of the antennas allows it to be set back further from TIB and the hillside screens the antennas H: \Wireless Permits\Digital Forest, L09- 007 \Type II Staff Report.doc Specific Design Standards for Non - Concealed Building Mounted WCF (TMC 18.58.110) TMC 18.58.110 provides specific design standards for the placement of non - concealed building mounted WCF within the City. A review of the specific design criteria is provided below: Table 3 Specific Design Project Project does Not from view from the apartment complex on the western property line. 2. Cables are concealed from view and any visible cables are reduced in visibility by sheathing or painting to match the building where they are located. �/ not comply Applicable Cables and wires for the proposed antennas will be placed below the building's existing parapet walls 3. Cabinet equipment is adequately screened from view. ,/ All cabinet equipment will be placed within the building. 4. Due to the style or design of the building, the use of a concealed facility would reduce the visual appearance of the building. ,/ The maximum height within the C/LI zone is 45 feet. The existing building on the site is 37 feet tall. The proposed antennas will be at the 41 foot height level. Any method of screening would add visual clutter to the building. Specific Design Standards for Non - Concealed Building Mounted WCF (TMC 18.58.110) TMC 18.58.110 provides specific design standards for the placement of non - concealed building mounted WCF within the City. A review of the specific design criteria is provided below: Table 3 Specific Design Project Project does Not Notes: Standards for non- does comply not comply Applicable concealed WCF 1. The proposed facility must meet the height requirements of the applicable zoning category. If the building where the facility is located is at or above the maximum height requirements, the antennas are permitted to extend V - The maximum height within the C/LI zone is 45 feet. The existing building on the site is 37 feet tall. The proposed antennas will be at the 41 foot height level. H: \Wireless Permits\Digital Forest, L09- 007 \Type II Staff Report.doc J to a maximum of 3 feet above the existing roof line. Non - concealed building mounted facilities shall not qualify as a "Rooftop Appurtenances under TMC 18.50.080. 2. The first preference for any proposed facility is to utilize flush- mounted antennas. Nonflush - mounted antennas may be used when their visual impact will be negated by the scale of the antennas to the building. "Shrouds" are not required unless they provide a better visual appearances than exposed antennas. Antennas shall be painted to match the color scheme of the building(s). The The proposed antennas are circular in shape and thus flush mounting them to the building would not be practical. The antennas with support are about four feet tall. The existing parapet wall on the site will assist in screening one of the antennas from view. Screening will not be used for the second antenna. However, the size of the building will reduce the overall appearance of the antennas. The antennas will also be placed on the west side of the rooftop which will place it further away from TIB and allow the hillside to screen the antennas from view. . 3. Feed lines and cables should be located below the parapet of the rooftop. If the feed lines and cables must be visible, they must be painted to match the color scheme of the building(s). / Feed lines will be located below the parapet walls. 4. If cabinet equipment cannot be located within the building where the s/ The antennas will be used by a business located in the building where they will be mounted. All cabinet H: \Wireless Permits\Digital Forest, L09- 007 \Type II Staff Report.doc wireless equipment will be located communication within the building. facilities will be located, then tit must be located on the rooftop of the building. IV. CONCLUSIONS 1. The proposed project is a unique WCF that was not fully contemplated when TMC Chapter 18.58 was adopted. Unlike a wireless telephone antenna, the applicant does not have a wide variety of location options. The proposed antennas will be utilized by a tenant in the building where it will be located. It is not practical to place the antennas on a transmission line, existing WCF tower, or a utility pole. 2. As demonstrated in Tables 1, 2 and 3 the project meets all applicable development standards for the proposed type of WCF. 3. There will be no public access to the antennas and possible dangerous cabinet equipment will be secured within the building. 4. The proposed use of a non - concealed attached WCF is appropriate given the building size and design. Additionally, the overall size of the building will assist in screening the antennas from view. The placement of the antennas on the western edge of the roof further assists in minimizing the visual . impacts associated with the antennas placement. 5. No noise will be generated from the new antennas. All ground equipment has been placed indoors and the applicant is not proposing to install a generator. 6. The proposed project is in keeping with the goals and policies of the. Comprehensive Land Use Policy Plan. V. RECCOMENDATION Approval with no conditions. H: \Wireless Permits\Digital Forest; L09- 007 \Type II Staff Report.doc - e tg `f J u1wl(a .1. Dept. Of Community Development AFFIDAVIT OF DISTRIBUTION I, Ten Svedahl HEREBY DECLARE THAT: Notice of Public Hearing Project Name: Shawn Hammer, Steve Hargrove Determination of Non - Significance Mailing requested by: Notice of Public Meeting Mailer's signature: Mitigated Determination of Non- Significance Board of Adjustment Agenda Packet Determination of Significance & Scoping Notice Board of Appeals Agenda Packet Notice of Action Planning Commission Agenda Packet Official Notice Short Subdivision Agenda Notice of Application Shoreline Mgmt Permit Notice of Application for Shoreline Mgmt Permit _ _ FAX To Seattle Times Classifieds Mail: Gail Muller Classifieds PO Box 70 - Seattle WA 98111 X Other: Notice of Decision Was mailed to each of the addresses listed /attached on this _10 day of April in the year 2009 P: \USERS \TERI\AFFIDAVIT OF DISTRIBUTION.DOC U Project Name: Shawn Hammer, Steve Hargrove Project Number: L09 -007 Mailing requested by: Brandon Mile Mailer's signature: M P: \USERS \TERI\AFFIDAVIT OF DISTRIBUTION.DOC U February 10, 2009 Job # 7369071 Brandon J. Miles Senior Planner Department of Community Development City of Tukwila (206) 431 -3684 Subject: Digital Forest Rooftop Antenna Job Site: 12101 Tukwila International Blvd., Seattle, WA Dear Brandon: RECEIVED 'FEB 2 7 2009 COMMUNETY DEVELOPWE'4T This project is planning on installing two Hughes satellite antenna project on the roof of the Intergate West Building C. These satellite antennas will be placed on a new steel frame which will be bolted onto the existing building girder. The below reiterates what was discussed between Brandon Miles and Steve Flink covering the application requirements: 1. Checklist is attached 2. Drawings & application included 3. Site & Vicinity map include on separate 8.5 x11 sheet of paper. Other required information include with drawings produced by Poggemyer Design Group 4. Check provided 5. Affidavit of Ownership — Is provided 6. SEPA is not required due to the fact that the antennas are attached to an existing building. 7. See attached 8. Not required per previous conversation with Brandon Miles. 9. No generator is included on project so noise analysis is not required. 10. Per conversation with Brandon Miles - elevation views in drawings will negate the need for photos. 11. Because the owner does not require screening it will not be required in this application. The structural frames shall be painted gray oxide to match existing mechanical support structures. 12. Because the antennas are installed on the roof of an existing building no landscaping is required. 13. Radio frequency report is included. 14. This application is not located in a residential zone. This should meet all of the requirements of the Type 2 wireless tele- communication facilities permit. Please let me know if you have any additional questions. Steve Hargrove MacDonald - Miller Facility Solutions (206) 768 -4000 steve.hargrove@macmiller.com REQUIREMENTS: A. The following type of facilities are outright permitted uses: 1. Locating antennas on an electrical transmission tower. 2. Adding antennas to an existing tower; provided the height of the tower is not increased. 3. Locating antennas on an existing building that is zoned either LI, HI, MIC/L or MIC/H. The above facilities must obtain a Type I Wireless Facilities Permit. Specific design standards are listed later in this application. B. Administrative approval is required for the following facilities: 1. Utility Pole Co- Location 2. Installing antennas on an existing building which is located within a commercial or residential zone. Administrative review is conducted by the Director of Community Development and is made after a Notice of Application has been distributed to impacted agencies. The Type II process allows the Director to condition a project in order to ensure that the goals and policies of the City zoning code are met. C. The following facilities require review by the City's Planning Commission at a public hearing: 1. Permission to construct a new wireless telecommunications tower; 2. A height waiver request. PROCEDURES: At the time you submit your application you must have all of the items listed on the attached "Complete Application Checklist." You may request a waiver from items on the checklist that are not applicable to your project. Please discuss this waiver request with City staff either at a pre - application meeting or at the time of application submittal. Within 28 days of receiving your application, City staff will determine if it is complete based on the attached checklist. If not complete City staff will mail you a letter outlining what additional information is needed. If you do not submit requested materials within 90 days from the City's request for additional information the City may cancel your application. J: \739 \6071 Digital Forest - Antenna Support Frames SF \00 \Eng \Job info & pictures \Wireless Communication Facthty- JAN09.doc POGGEMEYER DESIGN GROUP Structural Calculations For: Digital Forest Roof -top Antenna Frames (Building "C") 12101 Tukwila International Boulevard TUKWILA, WA 98168 POGGEMEYER DESIGN GROUP, INC. NW DIVISION 2 February 2009 PDG JOB No. 7094 -B vrN7 Calculations ICEB'21 Pages 1- 51 COMW UN:T( DEVELOPiwcNT • 512 6th Street South, Suite 202 I Kirkland, Washington 98033 I P 425.827.59951 www.poggemeyer.com • • • Shawn Hammer Digital. Forest 12101 Tukwila International Blvd. • Tukwila, WA 98168 • • • • • • • • • • Please feel free to contact me if you have any questions or comments. Sincerely, Ben Fisher I Project Engineer Poggemeyer Design Group, Inc. www.poggemeyer.com 512 Sixth Street South, Suite 202 Kirkland, WA 98033 RE: Antenna Frame for (2) Andrew 3.5 -Meter Earth Station Antennas Digital Forest / Hughes Group Tukwila, WA PDG 7094 -A Building Department Set Submittal November 11th, 2008 STRUCTURAL ABSTRACT p POGGEMEYER DESIGN GROUP CONSULTING ENGINEERS The project includes two steel frames that are designed to support (1) Andrew 3.5 -Meter Earth Station Antenna each, located on the roof of the Intergate West Building C. The design of the antenna itself is the responsibility of the manufacturer; the antenna is assumed to be sufficient based on the manufacturer's specifications. The manufacturer (Andrew Corporation) provides foundation loads as shown in attached "Foundation Specifications" publication, Bulletin 237731, Rev. A. These loads are imparted from the antenna base plate to the steel frame at the roof. The foundation loads provided by the manufacturer are given assuming a 150 MPH design wind speed. Because the given wind speed is too stringent for the Tukwila, Washington site, the design loads provided by the manufacturer have been reduced by a factor, as shown in the calculations, from 150 MPH (manufacturer design loads) to 85 MPH (code specified design wind speed). The frame is designed two address two major criteria: (1) the strength requirements and the (2) serviceability requirement. The first requirement is one of safety, which is based on the 85 MPH wind speed and other loads as specified per the code. The serviceability requirement, which is essentially the deflection criteria, as set by the client, have been determined to be a maximum rotation of 0.0168 degrees (0.00029 radians) at a minimum of 50 MPH, about any of the three orthogonal axes of rotation (e.g. X, Y and Z). The 2006 International Building Code (IBC) and 13th Edition ASCI Manuel of Steel Design are codes used in the following design. Wind loads were provided by the manufacturer of the antennas, so no calculations to derive wind loads via the wind speed and pressures were required. The seismic loads caused by the inertia of the antenna and the frame itself are only a fraction of the wind loading, so seismic design was not required. A snow loading of 25 PSF, per the IBC and City of Tukwila have been used at the metal deck. Because the steel frame is not a building structure, it is not required to be detailed as a special moment frame. The steel frame is designed with sufficient capacity to support the gravity and applied lateral loads of the antenna; snow loading on the metal deck surface; as well as its self weight and inertia forces. Due to the stringent deflection criteria and required stiffness of the members and connections to achieve the deflection limitations, the serviceability requirements govern over the strength requirements. In other words, due to the required rigidity of the frame, the strength provided by the members to resist gravity and lateral loads is many times greater than the is required. Ram AdvanSETM, a finite element modeling (FEM) program, was used to analyze both the frame as well as the existing supporting columns in the building below, as shown in attached key plans. The following report includes the outputs of the FEM analysis of both the frame and the supporting columns below. The coordinate system used by the Andrew Corporation Bulletin noted above is the same as used in the Ram AdvanSETM model. The loads have been scaled down in the model from 150 MPH level to either the 85 MPH (32.1% of 150 MPH) or 50 MPH (11.1% of 150 MPH) load condition. There are three load case families: (1) all 28 conditions as given in the attached manufacturer's literature, (2) the 28 conditions given in an orientation rotated 90° about the vertical axis and (3) the 28 conditions given in an orientation rotated only 45° about the vertical axis. POGGEMEYER DESIGN GROUP, INC. 5126,,St South. STE202 Kirkland, via 98033 (425) 827-5995 (425) 828-4850 Fax pdg- wa @pdg- wa.carn • roof plan Kurt Zimmers Page 1 01 1 From: Shawn Hammer [hammersd @forest.net] Sent: Friday, November 30, 2007 9:11 AM To: Kurt Zimmers Cc: Kevin Teker Subject: antenna information Kurt- Just to summarize our earlier call: We received the following from our client: I looked at the AC- Building drawing AC -S2.6, issued 3/28/03, where we added a steel frame on the roof above the mechanical room to support four 3.5m and several smaller 1.8m antennas. We summarized the 3.5m antenna deflection criteria given us on the drawing as follows: "Maximum rotation of the antenna steel support frame at each antenna base: Rotation = 0.0168 degrees at 5h wind loading" This is the data we'd like to use for the rooftop support caics. Please don't hesitate to contact Kevin or I if you have any further needs or questions to answer. Best, Shawn 11/30/2007 Installation Instructions Foundation Specifications for 3.5 -Meter Earth Station Antennas l Bulletin 237731 Revision A 4rINDREME 1.0 INTRODUCTION 1.1 This document specifies typical foundation character- istics, designs, requirements and dimensional specifica- tions for the Andrew 3.5 -Meter Earth Station Antennas. 2.0 FOUNDATION LOADING CHARACTERISTICS 2.1 Foundation loads are applied to the foundation pad as shown in Figure 1. Positive applied forces are in the direction of the X, Y, and Z coordinate axes. The XYZ coordinate system is centered at the bottom of the pedestal base plate and center of the pedestal tube. 2.2 Varying load conditions are dependent upon icing, inci- dent angle of the wind and elevation /azimuth angles of the antenna. Foundation loading forces and moments for vari- ous elevation versus wind conditions are listed in Table 1. Andrew Corporation 10500 West 153rd Street Orland Park, IL U.S.A. 60462 Figure 1 Telephone: 708/349 -3300 Customer Service, 24 hours: U.S.A. • Canada • Mexico: 1- 800/255 -1479 FAX (U.S.A.): 1- 800/349 -5444 U.K_: 0800 250055 • Republic of Ireland: 1 800 535358 Printed In U.SA 11102 Other Europe: +44 1592 782612 Copyright ® 2002 by Andrew Corporation 5 Table 1 3.0 ANCHOR BOLT REQUIREMENTS 3.1 Typical anchor bolt installation configurations and dimensions are shown in Figure 2. 3.2 Andrew Type 302689 Anchor Bolt Kit includes anchor bolts, alignment plates and required mounting hardware as shown. 4.0 FOUNDATION DESIGNS 4.1 The selected foundation for a particular site is depen- dent upon local conditions. Soil borings and foundation analysis should be performed by a qualified civil engineer. 2 4.2 A typical slab type foundation is shown in Figure 2. An enlarged copy of this design is available from Andrew on request. Refer to drawing number 240350. 5.0 FOUNDATION ORIENTATION 5.1 Proper foundation orientation is required to obtain the desired orbital arc coverage from a particular site location. The required azimuth and elevation angles of the antenna, relative to the mount must be determined to establish the appropriate foundation orientation. A specific foundation orientation requirement may be requested with the antenna as part of the installation package. • • • • • • • • • • • • • • • • • • • • • • • • • • • • •._• • • w CADWEL& TYPE GT WELDED ELEC. CONNECTION TYP. 4 PLCS. (WIRE TO GROUND ROD) A SEE DETAIL '8' y2 AWC SCUD TINNED COPPER GROUND WIRE TYPICAL CADWELD TYPE PA WELDED ELEC CONNECTION TIP. 2 PLCS. (HIRE TO WIRE) CADWELIQ TYPE TA WELDED ELEC. CONNECTION (WIRE TO WIRE) NOMINAL POINTING DIRECTION 3/4' [19] DIA. K 8' -O' [2438] LG IAN. COPPERWELO GROUND ROD TYP. 4 PLR. POWER CONDUIT - OPTIONAL (SUGGESTED LOCATION) A 2 -0. [610] I. MIN. TYP. 12.0 [305 22.5' Ain 17.0 [432]- I - -12.D (305) AFL CONDUIT. • 6' [1829] 12' I [3658] TO EXTERNAL GROUND SYSTEM (*HERE APPLICABLE) 111 {]7 12' 3535] TOP VIEW 6' [1829] -� ID . fU 0 9'122DJ GIRD . N•- 9194291 LS 3' [76) CLR TTP.- 1'-6-r- * 7 (TIP.. ROTH TDP ! 9077011 -BUM (412EO19) �1 4- I� [9141 AE -MW. Ti?. O' [610]® 22.5' ANCHOR PLATE (3/4' THIGH) 974.0 8 II 1.0 -8UNC X 19.0 LONG ANCHOR BOLTS EQ. SPACED ON 21.0 BOLT CIRCLE DALITER DETAIL '8' .9_42141111.12LLEALIELlaTAL NOT TO SCALE 1' 25) - 8 UNC. GALVANIZED )THREADED ROD HEAVY HEX8NUTS REWASHERSL(TAAP. 8 PLACES) ANTENNA PEDESTAL (SHOWN FOR REFERENCE ONLY) CADWELD TYPE HE 19' (483] YIELDED ELEC. CONNECTION TO ANTENNA STRUCTURE 10.75'(273) TIP. 2 PLCS. (WIRE TO STRUCTURE) AI r 3•G 75]]EAPPROX ABOVE GRADE logo] WIN. L 3' [78] CLR TYP. (TOP & BOTTOM) SECTION "A -A' 2'- r [762] (4114. VOLUME OF CONCRETE 8.0 CUBIC YARDS (6.1 CUBIC METERS) WEIGHT OF REINFORCING 821 LEIS (372 KILOGRAMS) ANCHOR BOLT DETAIL (NOT TO SCALE ANDREW ANCHOR BOLT KIT, P/N 302689 3/4" (19) THE. STEEL ANCHOR PLATES V. General Notes 1. Remove all burrs and sharp edges. 2. Dimensions apply before plating. 3. Interpret drawing per ANSI Y14.5M -1982. 4. Dimensions are shown in feet and inches. Dimensions in brackets [ ] are in millimeters. 5. A tolerance of ±1/8" [3] applies to all anchor bolt layout dimensions. 6. Foundation Notes: A) This foundation is a typical design only. Certification of it's suitability for a particular installation by a professional engineer is required prior to it's use for actual fabrication. B) Contractor shall field verify all dimensions locating exist- ing construction before fabrication of new construction begins. C) Concrete and related work shall be mixed, placed and cured in accordance with "Building Code Requirements for Reinforced Concrete" ACI 318 -89 (Rev. 88) and "Specifications for Structural Concrete" ACI 301 -84 (Rev. 88) publication SP -15 (88). D) Concrete for foundations shall develop a compressive strength of at least 3000 psi [211 kgf /cm2] in 28 days with a maximum slump of 3" [76] at time of placing. E) Reinforcing bars shall conform to ASTM A 615 [S1] grade 60 deformed type Fy = 60000 psi [4219 kgf /cm2]. F) Unless otherwise noted, concrete cover of reinforcing bars shall conform to minimum requirements of ACI 318-89 (Rev. 88). G) Fabrication of reinforcing steel shall be in accordance with "Manual of Standard Practice for Detailing Reinforcing ConcreteStructures" ACI 315 -80 (Rev. 86). H) Provide 3/4" x 45° [19 x 451 chamfer on all exposed concrete edges. J) Foundations have been designed to rest on undis- turbed soil (per EIA -411 -A and RS- 222 -D) with a minimum allowable net vertical bearing capacity of 2000 psf [9770 kgf /m2]. If undesirable soil conditions are encountered, the engineer shall be notified. K) Backfills shall be suitable excavated material or other suitable material compacted in 6" lifts to 90% of maximum density as determined by ASTM D1557. L) If this foundation is to be located in an area where annual frost penetration depth exceeds 15" [381], the local building code specifying a minimum required foundation depth should be consulted. 7. Grounding Electrode System Notes: The grounding system shown represents the minimum requirements to achieve satisfactory grounding. Actual site conditions and soil resistivity levels will determine final grounding system design to comply with the following: A) All ground ring, ground rod and antenna structure connections to be EIRCO® products, Inc. Calweld® exothermic type welded electrical connections or equiva- lent. B) Ground rods shall be driven to a depth below perma- nent moisture level (minimum depth shown) as dictated by geographical location. C) The antenna structure shall be connected to a grounding electrode system consisting of a number of interconnected ground rods. The system shall meet the requirements of the Underwriters' Laboratories Publication No. ,UL96A for Lightning protection. D) The grounding electrode system to earth resistance shall not exceed 10 Ohms, measured with a Biddle 3 termi- nal device or equivalent. The grounded conductor (neutral) supplied to all ac equipment on the antenna structure should be disconnected before taking measurement. E) Actual site conditions may require longer ground rods, additional ground rods and /or land fill additives to reduce soil resistivity levels. F) Avoid sharp bends when routing grounding wire. Grounding wires to antenna structure to be run as short and straight as possible. G) Final grade directly above grounding electrode sys- tem to be water permeable. 8. Power/IFL Conduit Notes: A) Electrical power - Drawing depicts suggested location for electrical power conduit to antenna. Size, type and depth to bury conduit to be determined by customer in compliance with local codes. Direction to route conduit to be determined by the relative location of communcations building /shelter. Power conduit to extend 6" (minimum) above surface of foundation slab. Open ends of conduit to be sealed to prevent moisture and foreign particle contami- nation. Customer to provide main load center assembly and over- current protection devices for electrical equipment. Mounting location of load center to be determined by cus- tomer in accordance with local codes. B) For routing IFL cables, 4" size conduit recommended. Type and depth to bury conduit to be determined by cus- tomer, in compliance with local codes. Location of conduit on foundation and direction to route conduit to be deter- mined by location of communications building /shelter. Conduit to extend 36" (minimum) above surface of founda- tion slab. All bends to be large radius, maximum of two bends per run. Open ends of conduit to be sealed to pre- vent moisture and /or foreign particle contamination. 4 6.0 ANTENNA GEOMETRY 6.1 Figures 3 and 4 illustrate basic dimensional characteristics and azimuth adjustment range capabilities of the 3.5- meter antenna. S Individual Component Weights Ground Mount = 998 lbs. Reflector = 652 lbs. R = 91.1" (2314 mm) \ I 42" (1067 mm) R = 61.4" (1560 mm) \ \ J 14" (356 mm \ 62" (1575 mm) 12" (305 mm) 4.5" (114 mm) Figure 3 Figure 4 5 POGGEMEYER DESIGN GROUP Consulting Engineers Made By: BSF Date: 11/11/08 Job No: 7094 Checked by: Sheet No: 512 6th Street South, Suite 202 Kirkland, WA 98033 (425) 827 -5995 Fax: (425) 828 -4850 Description: Job Name: Digital Forest Antenna Frame Foundation Loads for 150 MPH at Pedestal Mounting Point (from Manufacturer's Literature) Direct Load (Ibs) Moment Load (in -Ibs) Wind Angle Fx Fy Fz Mx My Mz Elevation 0- degrees O 0 -1,650 -8,732 - 640,329 13 866 30 -280 -1,650 -8,252 - 600,107 - 33,228 21,949 60 -560 -1,650 -7,771 - 559,850 - 66,476 43,037 90 909 -1,650 888 93,203 105,056 - 67,496 120 1,080 -1,650 2,554 219,338 124,130 - 80,370 150 541 -1,650 4,162 338,593 62,160 - 39,805 180 1 -1,650 5,769 457,813 167 775 Elevation 30- degrees O -33 -6,714 -7,005 - 445,580 -3,174 5,074 30 -305 -6,587 -6,868 - 440,658 - 29,717 39,538 60 -334 -5,690 -5,596 - 366,679 - 32,873 43,373 90 909 -1,900 767 71,674 86,178 - 112,882 120 1,013 -1,444 2,149 201,993 95,611 - 125,697 150 571 -987 3,314 304,952 53,821 - 70,406 180 18 -733 3,875 351,294 1,668 -1,379 Elevation 60- degrees O 0 -9,343 -3,400 - 166,421 -6 922 30 -192 -8,123 -3,008 - 168,461 - 10,371 31,961 60 178 -5,140 -1,723 - 120,880 8,887 - 26,677 90 909 -1,565 441 36,425 47,153 - 142,760 120 887 -1,091 1,229 137,113 45,873 - 139,055 150 585 -771 1,916 229,590 30,226 - 91,370 180 0 -664 2,211 270,838 14 867 Elevation 80- degrees O -2 -4,161 -759 - 96,470 -33 1,233 30 245 -3,776 -691 - 91,630 3,962 - 39,443 60 577 -2,750 -420 - 63,370 9,411 - 94,580 90 909 -1,393 151 9,788 14,898 - 149,865 120 816 -1,200 657 91,284 13,356 - 134,324 150 486 -1,062 1,051 154,948 7,969 - 79,672 180 2 -1,013 1,202 179,369 41 592 • • • POGGEMEYER DESIGN GROUP Consulting Engineers Made By: BSF Date: 11/11/08 Job No: 7094 Checked by: Sheet No: 512 6th Street South, Suite 202 Kirkland, WA 98033 (425) 827 -5995 Fax: (425) 828 -4850 Description: Wind Loads Job Name: Digital Forest Antenna Frame Parallel to Transverse Scaled Foundation Loads from 150 MPH down to 85 MPH Scale Factor: 0.32 • Direct Load (kips) Wind Angle Fx Fy* Fz Mx My Mz Load Desc. • Elevation 0- degrees O 0.0 -1.7 -2.8 -17.1 0.0 0.0 W1 0 -0 • 30 -0.1 -1.7 -2.6 -16.1 -0.9 0.6 W2 0 -30 60 -0.2 -1.7 -2.5 -15.0 -1.8 1.2 W3 0 -60 • 90 0.3 -1.7 0.3 2.5 2.8 -1.8 W4 0 -90 120 0.3 -1.7 0.8 5.9 3.3 -2.2 W5 0 -120 • 150 0.2 -1.7 1.3 9.1 1.7 -1.1 W6 0 -150 180 0.0 -1.7 1.9 12.3 0.0 0.0 W7 0 -180 Moment Load (ft -kips) • Elevation 30- degrees O 0.0 -6.7 -2.2 -11.9 -0.1 0.1 W8 30 -0 • 30 -0.1 -6.6 -2.2 -11.8 -0.8 1.1 W9 30 -30 60 -0.1 -5.7 -1.8 -9.8 -0.9 1.2 W10 30 -60 • 90 0.3 -1.9 0.2 1.9 2.3 -3.0 W11 30 -90 120 0.3 -1.4 0.7 5.4 2.6 -3.4 W12 30 -120 • 150 0.2 -1.0 1.1 8.2 1.4 -1.9 W13 30 -150 180 0.0 -0.7 1.2 9.4 0.0 0.0 W14 30 -180 • Elevation 60- degrees O 0.0 -9.3 -1.1 -4.5 0.0 0.0 W15 60 -0 • 30 -0.1 -8.1 -1.0 -4.5 -0.3 0.9 W16 60 -30 60 0.1 -5.1 -0.6 -3.2 0.2 -0.7 W17 60-60 • 90 0.3 -1.6 0.1 1.0 1.3 -3.8 W18 60 -90 120 0.3 -1.1 0.4 3.7 1.2 -3.7 W19 60 -120 • 150 0.2 -0.8 0.6 6.1 0.8 -2.4 W20 60 -150 180 0.0 -0.7 0.7 7.2 0.0 0.0 W21 60 -180 • Elevation 80- degrees O 0.0 -4.2 -0.2 -2.6 0.0 0.0 W22 80 -0 • 30 0.1 -3.8 -0.2 -2.5 0.1 -1.1 W23 80 -30 60 0.2 -2.8 -0.1 -1.7 0.3 -2.5 W24 80 -60 • 90 0.3 -1.4 0.0 0.3 0.4 -4.0 W25 80 -90 120 0.3 -1.2 0.2 2.4 0.4 -3.6 W26 80 -120 • 150 0.2 -1.1 0.3 4.1 0.2 -2.1 W27 80 -150 180 0.0 -1.0 0.4 4.8 0.0 0.0 W28 80 -180 • • • • • • • • • * Direct Vertical Load (Fy) Not Scaled - Conservative POGGEMEYER DESIGN GROUP Consulting Engineers Made By: BSF Date: 11/11/08 Job No: 7094 Checked by: Sheet No: 512 6th Street South, Suite 202 Kirkland, WA 98033 (425) 827 -5995 Fax: (425) 828 -4850 Description: Wind Loads Job Name: Digital Forest Antenna Frame Parallel to Longit Scaled Foundation Loads from 150 MPH down to 85 MPH Direct Load (kips) Wind Angle Fx Fy* Elevation 0- degrees Fz Scale Factor: 0.32 Moment Load (ft -kips) Mx My Mz Load Desc. O -2.8 -1.7 0.0 0.0 0.0 -17.1 W29 0 -0 30 -2.6 -1.7 -0.1 0.6 -0.9 -16.1 W30 0 -30 60 -2.5 -1.7 -0.2 1.2 -1.8 -15.0 W31 0 -60 90 0.3 -1.7 0.3 -1.8 2.8 2.5 W32 0 -90 120 0.8 -1.7 0.3 -2.2 3.3 5.9 W33 0 -120 150 1.3 -1.7 0.2 -1.1 1.7 9.1 W34 0 -150 180 1.9 -1.7 0.0 0.0 0.0 12.3 W35 0 -180 Elevation 30- degrees O -2.2 -6.7 0.0 0.1 -0.1 -11.9 W36 30 -0 30 -2.2 -6.6 -0.1 1.1 -0.8 -11.8 W37 30 -30 60 -1.8 -5.7 -0.1 1.2 -0.9 -9.8 W38 30 -60 90 0.2 -1.9 0.3 -3.0 2.3 1.9 W39 30 -90 120 0.7 -1.4 0.3 -3.4 2.6 5.4 W40 30 -120 150 1.1 -1.0 0.2 -1.9 1.4 8.2 W41 30 -150 180 1.2 -0.7 0.0 0.0 0.0 9.4 W42 30 -180 Elevation 60- degrees O -1.1 -9.3 0.0 0.0 0.0 -4.5 W43 60 -0 30 -1.0 -8.1 -0.1 0.9 -0.3 -4.5 W44 60 -30 60 -0.6 -5.1 0.1 -0.7 0.2 -3.2 W45 60 -60 90 0.1 -1.6 0.3 -3.8 1.3 1.0 W46 60 -90 120 0.4 -1.1 0.3 -3.7 1.2 3.7 W47 60 -120 150 0.6 -0.8 0.2 -2.4 0.8 6.1 W48 60 -150 180 0.7 -0.7 0.0 0.0 0.0 7.2 W49 60 -180 Elevation 80- degrees O -0.2 -4.2 0.0 0.0 0.0 -2.6 W50 80 -0 30 -0.2 -3.8 0.1 -1.1 0.1 -2.5 W51 80 -30 60 -0.1 -2.8 0.2 -2.5 0.3 -1.7 W52 80 -60 90 0.0 -1.4 0.3 -4.0 0.4 0.3 W53 80-90 120 0.2 -1.2 0.3 -3.6 0.4 2.4 W54 80 -120 150 0.3 -1.1 0.2 -2.1 0.2 4.1 W55 80 -150 180 0.4 -1.0 0.0 0.0 0.0 4.8 W56 80-180 * Direct Vertical Load (Fy) Not Scaled - Conservative • • • IZ • • • • • POGGEMEYER DESIGN GROUP Consulting Engineers Made By: BSF Date: 11/11/08 Job No: 7094 Checked by: Sheet No: 512 6th Street South, Suite 202 Kirkland, WA 98033 (425) 827 -5995 Fax: (425) 828 -4850 Description: Wind Loads Job Name: Digital Forest Antenna Frame Parallel to 0 = -45 deg. Scaled Foundation Loads from 150 MPH down to 85 MPH Direct Load (kips) Wind Angle Fx Fy* Fz Scale Factor: 0.32 Rotations: -45 deg. Moment Load (ft -kips) Mx My Mz ' Load Desc. • Elevation 0- degrees O -2.0 -1.7 -2.0 -12.1 0.0 12.1 W57 0 -0 • 30 -1.9 -1.7 -1.8 -10.9 -0.9 11.8 W58 0 -30 60 -1.9 -1.7 -1.6 -9.8 -1.8 11.4 W59 0-60 • 90 0.4 -1.7 0.0 0.5 2.8 -3.0 W60 0 -90 120 0.8 -1.7 0.3 2.6 3.3 -5.7 W61 0 -120 • 150 1.1 -1.7 0.8 5.7 1.7 -7.2 W62 0 -150 180 1.3 -1.7 1.3 8.7 0.0 -8.6 W63 0 -180 • Elevation 30- degrees O -1.6 -6.7 -1.6 -8.3 -0.1 8.5 W64 30 -0 • 30 -1.6 -6.6 -1.5 -7.6 -0.8 9.1 W65 30 -30 60 -1.3 -5.7 -1.2 -6.1 -0.9 7.8 W66 30 -60 • 90 0.4 -1.9 0.0 -0.8 2.3 -3.5 W67 30 -90 120 0.7 -1.4 0.3 1.4 2.6 -6.2 W68 30 -120 • 150 0.9 -1.0 0.6 4.4 1.4 -7.1 W69 30 -150 180 0.9 -0.7 0.9 6.6 0.0 -6.7 W70 30 -180 • Elevation 60- degrees O -0.8 -9.3 -0.8 -3.1 0.0 3.2 W71 60 -0 • 30 -0.7 -8.1 -0.6 -2.6 -0.3 3.8 W72 60 -30 60 -0.4 -5.1 -0.4 -2.8 0.2 1.8 W73 60 -60 • 90 0.3 -1.6 -0.1 -2.0 1.3 -3.4 W74 60 -90 120 0.5 -1.1 0.1 0.0 1.2 -5.2 W75 60 -120 • 150 0.6 -0.8 0.3 2.6 0.8 -6.1 W76 60 -150 180 0.5 -0.7 0.5 5.1 0.0 -5.1 W77 60 -180 Elevation 80- degrees • • • • O -0.2 -4.2 -0.2 -1.8 0.0 1.8 W78 80-0 30 -0.1 -3.8 -0.2 -2.5 0.1 1.0 W79 80 -30 60 0.0 -2.8 -0.2 -3.0 0.3 -0.6 W80 80 -60 90 0.2 -1.4 -0.2 -2.7 0.4 -3.0 W81 80 -90 120 0.3 -1.2 0.0 -0.8 0.4 -4.3. W82 80 -120 150 0.3 -1.1 0.1 1.4 0.2 -4.4 W83 80 -150 180 0.3 -1.0 0.3 3.4 0.0 -3.4 W84 80 -180 • * Direct Vertical Load (Fy) Not Scaled - Conservative ' Zero rotation results in a vector parallel to the transverse axis • • • • • • • • POGGEMEYER DESIGN GROUP Consulting Engineers Made By: BSF Date: 11/11/08 Job No: 7094 Checked by: Sheet No: 512 6th Street South, Suite 202 Kirkland, WA 98033 (425) 827 -5995 Fax: (425) 828 -4850 Description: Wind Loads Job Name: Digital Forest Antenna Frame Parallel to Transverse Scaled Foundation Loads from 150 MPH down to 50 MPH Scale Factor: 0.11 Direct Load (kips) Moment Load (ft -kips) Wind Angle Fx Fy* Fz Mx My Mz Load Desc. Elevation 0- degrees O 0.0 -1.7 -1.0 -5.9 0.0 0.0 W1 0 -0 30 0.0 -1.7 -0.9 -5.6 -0.3 0.2 W2 0 -30 60 -0.1 -1.7 -0.9 -5.2 -0.6 0.4 W3 0 -60 90 0.1 -1.7 0.1 0.9 1.0 -0.6 W4 0 -90 120 0.1 -1.7 0.3 2.0 1.1 -0.7 W5 0 -120 150 0.1 -1.7 0.5 3.1 0.6 -0.4 W6 0 -150 180 0.0 -1.7 0.6 4.2 0.0 0.0 W7 0 -180 Elevation 30- degrees O 0.0 -6.7 -0.8 -4.1 0.0 0.0 W8 30 -0 30 0.0 -6.6 -0.8 -4.1 -0.3 0.4 W9 30 -30 60 0.0 -5.7 -0.6 -3.4 -0.3 0.4 W10 30 -60 90 0.1 -1.9 0.1 0.7 0.8 -1.0 W11 30 -90 120 0.1 -1.4 0.2 1.9 0.9 -1.2 W12 30 -120 150 0.1 -1.0 0.4 2.8 0.5 -0.7 W13 30 -150 180 0.0 -0.7 0.4 3.3 0.0 0.0 W14 30 -180 Elevation 60- degrees O 0.0 -9.3 -0.4 -1.5 0.0 0.0 W15 60 -0 30 0.0 -8.1 -0.3 -1.6 -0.1 0.3 W16 60 -30 60 0.0 -5.1 -0.2 -1.1 0.1 -0.2 W17 60 -60 90 0.1 -1.6 0.0 0.3 0.4 -1.3 W18 60 -90 120 0.1 -1.1 0.1 1.3 0.4 -1.3 W19 60 -120 150 0.1 -0.8 0.2 2.1 0.3 -0.8 W20 60 -150 180 0.0 -0.7 0.2 2.5 0.0 0.0 W21 60 -180 Elevation 80- degrees O 0.0 -4.2 -0.1 -0.9 0.0 0.0 W22 80 -0 30 0.0 -3.8 -0.1 -0.8 0.0 -0.4 W23 80 -30 60 0.1 -2.8 0.0 -0.6 0.1 -0.9 W24 80 -60 90 0.1 -1.4 0.0 0.1 0.1 -1.4 W25 80 -90 120 0.1 -1.2 0.1 0.8 0.1 -1.2 W26 80 -120 150 0.1 -1.1 0.1 1.4 0.1 -0.7 W27 80 -150 180 0.0 -1.0 0.1 1.7 0.0 0.0 W28 80 -180 * Direct Vertical Load (Fy) Not Scaled - Conservative • • • • POGGEMEYER DESIGN GROUP Consulting Engineers Made By: BSF Date: 11/11/08 Job No: 7094 Checked by: Sheet No: 512 6th Street South, Suite 202 Kirkland, WA 98033 (425) 827 -5995 Fax: (425) 828 -4850 Description: Wind Loads Job Name: Digital Forest Antenna Frame Parallel to Longit Scaled Foundation Loads from 150 MPH down to 50 MPH Direct Load (kips) Moment Load (ft-kips) Scale Factor: 0.11 Wind Angle Fx Fy* Fz Mx My Mz Load Desc. • Elevation 0- degrees O -1.0 -1.7 0.0 0.0 0.0 -5.9 W29 0 -0 • 30 -0.9 -1.7 0.0 0.2 -0.3 -5.6 W30 0 -30 60 -0.9 -1.7 -0.1 0.4 -0.6 -5.2 W31 0 -60 • 90 0.1 -1.7 0.1 -0.6 1.0 0.9 W32 0 -90 120 0.3 -1.7 0.1 -0.7 1.1 2.0 W33 0 -120 • 150 0.5 -1.7 0.1 -0.4 0.6 3.1 W34 0 -150 180 0.6 -1.7 0.0 0.0 0.0 4.2 W35 0 -180 • Elevation 30- degrees O -0.8 -6.7 0.0 0.0 0.0 -4.1 W36 30 -0 • 30 -0.8 -6.6 0.0 0.4 -0.3 -4.1 W37 30 -30 60 -0.6 -5.7 0.0 0.4 -0.3 -3.4 W38 30 -60 • 90 0.1 -1.9 0.1 -1.0 0.8 0.7 W39 30 -90 120 0.2 -1.4 0.1 -1.2 0.9 1.9 W40 30 -120 • 150 0.4 -1.0 0.1 -0.7 0.5 2.8 W41 30 -150 180 0.4 -0.7 0.0 0.0 0.0 3.3 W42 30 -180 • Elevation 60- degrees O -0.4 -9.3 0.0 0.0 0.0 -1.5 W43 60 -0 • 30 -0.3 -8.1 0.0 0.3 -0.1 -1.6 W44 60 -30 60 -0.2 -5.1 0.0 -0.2 0.1 -1.1 W45 60 -60 • 90 0.0 -1.6 0.1 -1.3 • 0.4 0.3 W46 60 -90 120 0.1 -1.1 0.1 -1.3 0.4 1.3 W47 60 -120 • 150 0.2 -0.8 0.1 -0.8 0.3 2.1 W48 60 -150 180 0.2 -0.7 0.0 0.0 0.0 2.5 W49 60 -180 • Elevation 80- degrees O -0.1 -4.2 0.0 0.0 0.0 -0.9 W50 80 -0 • 30 -0.1 -3.8 0.0 -0.4 0.0 -0.8 W51 80 -30 60 0.0 -2.8 0.1 -0.9 0.1 -0.6 W52 80 -60 • 90 0.0 -1.4 0.1 -1.4 0.1 0.1 W53 80 -90 120 0.1 -1.2 0.1 -1.2 0.1 0.8 W54 80 -120 • 150 0.1 -1.1 0.1 -0.7 0.1 1.4 W55 80 -150 180 0.1 -1.0 0.0 0.0 0.0 1.7 W56 80 -180 • * Direct Vertical Load (Fy) Not Scaled - Conservative • • • • • • • • POGGEMEYER DESIGN GROUP Consulting Engineers Made By: BSF Date: 11/11/08 Job No: 7094 Checked by: Sheet No: 512 6th Street South, Suite 202 Kirkland, WA 98033 (425) 827 -5995 Fax: (425) 828 -4850 Description: Wind Loads Job Name: Digital Forest Antenna Frame Parallel to 0 = -45 deg. Scaled Foundation Loads from 150 MPH down to 50 MPH Direct Load (kips) Wind Angle FX Fy* Elevation 0- degrees Fz Moment Load (ft- kips) Mx My Mz Scale Factor: 0.11 Rotations: -45 deg. Load Desc. O -0.7 -1.7 -0.7 -4.2 0.0 4.2 W57 0 -0 30 -0.7 -1.7 -0.6 -3.8 -0.3 4.1 W58 0 -30 60 -0.7 -1.7 -0.6 -3.4 -0.6 3.9 W59 0 -60 90 0.1 -1.7 0.0 0.2 1.0 -1.1 W60 0 -90 120 0.3 -1.7 0.1 0.9 1.1 -2.0 W61 0 -120 150 0.4 -1.7 0.3 2.0 0.6 -2.5 W62 0 -150 180 0.5 -1.7 0.5 3.0 0.0 -3.0 W63 0 -180 Elevation 30- degrees O -0.6 -6.7 -0.5 -2.9 0.0 3.0 W64 30 -0 30 -0.6 -6.6 -0.5 -2.6 -0.3 3.1 W65 30 -30 60 -0.5 -5.7 -0.4 -2.1 -0.3 2.7 W66 30 -60 90 0.1 -1.9 0.0 -0.3 0.8 -1.2 W67 30 -90 120 0.2 -1.4 0.1 0.5 0.9 -2.1 W68 30 -120 150 0.3 -1.0 0.2 1.5 0.5 -2.5 W69 30 -150 180 0.3 -0.7 0.3 2.3 0.0 -2.3 W70 30 -180 Elevation 60- degrees O -0.3 -9.3 -0.3 -1.1 0.0 1.1 W71 60 -0 30 -0.3 -8.1 -0.2 -0.9 -0.1 1.3 W72 60 -30 60 -0.1 -5.1 -0.1 -1.0 0.1 0.6 W73 60 -60 90 0.1 -1.6 0.0 -0.7 0.4 -1.2 W74 60 -90 120 0.2 -1.1 0.0 0.0 0.4 -1.8 W75 60-120 150 0.2 -0.8 0.1 0.9 0.3 -2.1 W76 60 -150 180 0.2 -0.7 0.2 1.8 0.0 -1.8 W77 60 -180 Elevation 80- degrees O -0.1 -4.2 -0.1 -0.6 0.0 0.6 W78 80 -0 30 0.0 -3.8 -0.1 -0.9 0.0 0.3 W79 80 -30 60 0.0 -2.8 -0.1 -1.0 0.1 -0.2 W80 80-60 90 0.1 -1.4 -0.1 -0.9 0.1 -1.0 W81 80 -90 120 0.1 -1.2 0.0 -0.3 0.1 -1.5 W82 80 -120 150 0.1 -1.1 0.0 0.5 0.1 -1.5 W83 80 -150 180 0.1 -1.0 0.1 1.2 0.0 -1.2 W84 80 -180 * Direct Vertical Load (Fy) Not Scaled - Conservative 1 Zero rotation results in a vector parallel to the transverse axis Current Date: 2/2/2009 11:43 AM *its system: English File name: P: \Current Projects \7094 -1 Digital Forest UPS Installation \NEW Antenna Project \Design\Antenna Frame Model - 1- 19- 09.adv\ lb bAil!i fi'AM.6 LAItN t4t5 Current Date: 2/2/2009 11:43 AM Units system: English File name: P: \Current Projects \7094 -1 Digital Forest UPS Installation \NEW Antenna Project \Design\Antenna Frame Model - 1- 19- 09.adv\ l�- co('toaf coNOlior+S Bentleu urrent Date: 2/2/2009 11:49 AM Wits system: English File name: P: \Current Projects \7094 -1 Digital Forest UPS Installation\NEW Antenna Project \Design\Antenna Frame Model - 1- 19- 09.adv\ F(-' Me }it ke (4u frcX -T pram - 5 uentte Current Date: 2/2/2009 11:32 AM to Units system: English File name: P: \Current Projects \7094 -1 Digital Forest UPS Installation \NEW Antenna Project \Design\Antenna Frame Model - 1- 19- 09.adv\ it 4 ---- iN1 1425 N 18 N 43 4 N 30 V 33 l 56 N 37 W706 1 f NtteePq pgs6 N 10 N 20 nip 465 12 V 23 N 17 N 21 (0 IiikAGfivtajvc fvT 01) 7 N 34 N 49 N 51 42 IN N 38 N 31 N 39 N 32 • • n to • Current Date: 2/2 /2009 11:31 AM Units system: English • File name: P: \Current Projects \7094 -1 Digital Forest UPS Installation \NEW Antenna Project \Design\Antenna Frame Model - 1- 19- 09.adv\ • Analysis Results • Nodal displacements envelope • Note.- lc is the controlling load condition Nodal displacements envelope for : • ST =DL +SL LC 1= DL +SL+0.11 W 1 LC2 =DL +SL +0.11 W2 • LC3 =DL +SL +0.11 W3 LC4 =DL +SL +0.11 W4 • LC5 =DL +SL +0.11 W5 LC6 =DL +SL +0.11 W6 • LC7=DL+SL+0.11W7 LC8 =DL +SL +0.11 W8 LC9 =DL +SL +0.11 W9 • LC10 =DL +SL +0.11 W 10 LC11= DL +SL +0.11W11 • LC12 =DL +SL +0.11 W 12 LC13 =DL +SL +0.11 W 13 • LC14 =DL +SL +0.11 W 14 LC15 =DL +SL +0.11 W 15 • LC 16 =DL +SL +0.11 W 16 LC17 =DL +SL +0.11 W17 • LC18 =DL +SL +0.1.1 W18 LC19 =DL +SL +0.11 W 19 LC20 =DL +SL +0.11 W20 • LC21 =DL +SL +0.11 W21 LC22 =DL +SL +0.11 W22 • LC23 =DL +SL +0.11 W23 LC24 =DL +SL +0.11 W24 • LC25 =DL +SL +0.11 W25 LC26 =DL +SL +0.11 W26 LC27 =DL +SL +0.11 W27 • LC28 =DL +SL +0.11 W28 LC29 =DL +SL +0.11 W29 • LC30 =DL +SL +0.11 W30 LC31 =DL +SL +0.11 W31 • LC32 =DL +SL +0.11 W32 LC33 =DL +SL +0.11 W33 • LC34 =DL +SL +0.11 W34 LC35 =DL +SL +0.11 W35 LC36 =DL +SL +0.11 W36 • LC37 =DL +SL +0.11 W37 LC38 =DL +SL +0.11 W38 • LC39 =DL +SL +0.11 W39 LC40 =DL +SL +0.11 W40 • LC41 =DL +SL +0.11 W41 LC42 =DL +SL +0.11 W42. LC43 =DL +SL +0.11 W43 • LC44 =DL +SL +0.11 W44 LC45 =DL +SL +0.11 W45 • LC46 =DL +SL +0.11 W46 LC47 =DL +SL +0.11 W47 • LC48 =DL +SL +0.11 W48 LC49 =DL +SL +0.11 W49 • LC50 =DL +SL +0.11 W50 LC51 =DL +SL +0.11 W51 • Pagel • LC52 =DL +SL +0.11 W52 LC53 =DL +SL +0.11 W53 LC54 =DL +SL +0.11 W54 LC55 =DL +SL +0.11 W55 LC56 =DL +SL +0.11 W56 LC57 =DL +SL +0.11 W57 LC58 =DL +SL +0.11 W58 LC59 =DL +SL +0.11 W59 LC60 =DL +SL +0.11 W60 LC61 =DL +SL +0.11 W61 LC62 =DL +SL +0.11 W62 LC63 =DL +SL +0.11 W63 LC64 =DL +SL +0.11 W64 LC65 =DL +SL +0.11 W65 LC66 =DL +SL +0.11 W66 LC67 =DL +SL +0.11 W67 LC68 =DL +SL +0.11 W68 LC69 =DL +SL +0.11 W69 LC70 =DL +SL +0.11 W70 LC71 =DL +SL +0.11 W71 LC72 =DL +SL +0.11 W72 LC73 =DL +SL +0.11 W73 LC74 =DL +SL +0.11 W74 LC75 =DL +SL +0.11 W75 LC76 =DL +SL +0.11 W76 LC77 =DL +SL +0.11 W77 LC78 =DL +SL +0.11 W78 LC79 =DL +SL +0.11 W79 LC80 =DL +SL +0.11 W80 LC81 =DL +SL +0.11 W81 LC82 =DL +SL +0.11 W82 LC83 =DL +SL +0.11 W83 LC84 =DL +SL +0.11 W84 Translation Rotation Node X is Y Ic Z Ic Rx Ic Ry Ic Rz Ic [in] [in] [in] [Rad] [Rad] [Rad] 7 Max 0.006 LC35 -0.039 ST 0.007 LC7 0.00001 LC7 0.00003 LC33 0.00004 LC35 Min -0.012 LC29 -0.047 LC43 -0.010 LC1 - 0.00028 LC1 - 0.00001 LC31 - 0.00004 LC29 Page2 (It,a4ftiV4f- p-b-retflo rs 15 w1Th•..r 1102 0 Er&tJvLO f' 2t trA eenttel urrent Date: 2/2/2009 11:32 AM its system: English File name: P: \Current Projects \7094 -1 Digital Forest UPS Installation \NEW Antenna Project \Design\Antenna Frame Model - 1- 19- 09.adv\ • • • • • • • • • • • • • • • N 20 rs1 17 NO Ot N /31 N 39 (F# -MME SJreon' k.Gnor" .Ben ey • Current Date: 2/2/2009 11:32 AM Units system: English File name: P: \Current Projects \7094 -1 Digital Forest UPS Installation \NEW Antenna Project \DesigMAntenna Frame Model - 1- 19- 09.adv\ Analysis Results Envelope for nodal reactions Note.- lc is the controlling load condition My I Y c�r 1 X FY Mx Fx .G.1 F2 Fr�4 M2 ) Direction of positive forces and moments Envelope of nodal reactions for ST =DL +SL LC1 =DL +SL +0.11 W 1 LC2 =DL +SL +0.11 W2 LC3 =DL +SL +0.11 W3 LC4 =DL +SL +0.11 W4 LC5 =DL +SL +0:11 W5 LC6 =DL +SL +0.11 W6 LC7 =DL +SL +0.11 W7 LC8 =DL +SL +0.11 W8 LC9 =DL +SL +0.11 W9 LC10 =DL +SL +0.11 W10 LC11 =DL +SL +0.11 W11 LC12 =DL +SL +0.11 W 12 LC13 =DL +SL +0.11 W13 LC14 =DL +SL +0.11 W14 LC15 =DL +SL +0.11 W 15 LC16 =DL +SL +0.11 W16 LC17 =DL +SL +0.11 W 17 LC18 =DL +SL +0.11 W18 LC19 =DL +SL +0.11 W 19 LC20 =DL +SL +0.11 W20 LC21 =DL +SL +0.11 W21 LC22 =DL +SL +0.11 W22 LC23 =DL +SL +0.11 W23 LC24 =DL +SL +0.11 W24 LC25 =DL +SL +0.11 W25 LC26 =DL +SL +0.11 W26 LC27 =DL +SL +0.11 W27 LC28 =DL +SL +0.11 W28 LC29 =DL +SL +0.11 W29 LC30 =DL +SL +0.11 W 30 LC31 =DL +SL +0.11 W31 LC32 =DL +SL +0.11 W32 LC33 =DL +SL +0.11 W33 LC34 =DL +SL +0.11 W34 LC35 =DL +SL +0.11 W35 LC36 =DL +SL +0.11 W36 LC37 =DL +SL +0.11 W37 LC38 =DL +SL +0.11 W38 LC39 =DL +SL +0.11 W39 LC40 =DL +SL +0.11 W40 Pagel • • • • • • • • • • • • • • • • • • • • • LC41 =DL +SL +0.11 W41 LC42 =DL +SL +0.11 W42 LC43 =DL +SL +0.11 W43 LC44 =DL +SL +0.11 W44 LC45 =DL +SL +0.11 W45 LC46 =DL +SL +0.11 W46 LC47 =DL +SL +0.11 W47 LC48 =DL +SL +0.11 W48 LC49 =DL +SL +0.11 W49 LC50 =DL +SL +0.11 W50 LC51 =DL +SL +0.11 W51 LC52 =DL +SL +0.11 W52 LC53 =DL +SL +0.11 W53 LC54 =DL +SL +0.11 W54 LC55 =DL +SL +0.11 W55 LC56 =DL +SL +0.11 W56 LC57 =DL +SL +0.11 W57 LC58 =DL +SL +0.11 W58 LC59 =DL +SL +0.11 W59 LC60 =DL +SL +0.11 W60 LC61 =DL +S L +0.11 W61 LC62 =DL +SL +0.11 W62 LC63 =DL +SL +0.11 W63 LC64 =DL +SL +0.11 W64 LC65 =DL +SL +0.11 W65 LC66 =DL +SL +0.11 W66 LC67 =DL +SL +0.11 W67 LC68 =DL +SL +0.11 W68 LC69 =DL +SL +0.11 W69 LC70 =DL +SL +0.11 W70 LC71 =DL +SL +0.11 W71 LC72 =DL +SL +0.11 W72 LC73 =DL +SL +0.11 W73 LC74 =DL +SL +0.11 W74. LC75 =DL +SL +0.11 W75 LC76 =DL +SL +0.11 W76 LC77 =DL +SL +0.11 W77 LC78 =DL +SL +0.11 W78 LC79 =DL +SL +0.11 W79 LC80 =DL +S L +0.11 W80 LC81 =DL +SL +0.11 W81 LC82 =DL +SL +0.11 W82 LC83 =DL +SL +0.11 W83 LC84 =DL +SL +0.11 W84 Forces Moments • Node Fx Ic Fy is Fz Ic Mx Ic [Kip] [Kip) [Kip] [Kip'ft] [Kip My *ft] Ic [Kip Mz *ft] Ic - - -- ------ - ----- ------------------ ----- - - - - -- ----- --- - - - - -- • 18 Max 0.414 LC37 2.383 LC7 0.077 LC1 0.00000 ST 0.00000 ST 0.00000 ST Min 0.263 LC35 1.796 LC1 -0.066 LC7 0.00000 ST 0.00000 ST 0.00000 ST • • 19 Max 0.491 LC64 3.204 LC9 0.078 LC1 0.00000 ST 0.00000 ST 0.00000 ST Min 0.339 LC63 2.560 LC7 -0.065 LC7 0.00000 ST 0.00000 ST 0.00000 ST • 20 Max -0.212 LC57 2.268 LC7 0.092 LC1 0.00000 ST 0.00000 ST 0.00000 ST Min -0.353 LC63 1.680 LC1 -0.051 LC7 0.00000 ST 0.00000 ST 0.00000 ST 21 Max -0.281 LC29 2.897 LC8 0.094 LC1 0.00000 ST 0.00000 ST 0.00000 ST Min -0.415 LC8 2.260 LC7 -0.049 LC7 0.00000 ST 0.00000 ST 0.00000 ST • 32 Max -0.170 LC29 1.282 LC35 0.000 LC29 0.00000 ST 0.00000 ST 0.00000 ST • Min -0.194 LC35 1.265 LC29 0.000 LC35 0.00000 ST 0.00000 ST 0.00000 ST 33 Max 0.140 LC29 0.571 LC29 0.000 LC31 0.00000 ST 0.00000 ST 0.00000 ST Min 0.115 LC35 0.555 LC35 0.000 LC40 0.00000 ST 0.00000 ST 0.00000 ST Page3 Zvi 1A- e n ,e y Current Date: 2/2 /2009 11:36 AM Wits system: English File name: P: \Current Projects \7094 -1 Digital Forest UPS Installation \NEW Antenna Project \Design\Antenna Frame Model - 1-19-09.adv\ 20 SXL££'OXb 3dId N X w Q. Q_ neenttey Current Date: 2/2 /2009 11:35 AM Units system: English File name: P: \Current Projects \7094 -1 Digital Forest UPS Installation \NEW Antenna Project \Design\Antenna Frame Model - 1- 19- 09.adv\ 21' papunoJ eiD 00Sd /o29 5S // o c)A /. A3 % // % o E;A9 / / a� w / 4 A SS Gr33 A99/ Mtar.tq'1,5 A36 /96 A500 GrB rounded • r;t1 • Bent L • Current Date: 2/2/2009 11:01 AM Units system: English • File name: P: \Current Projects \7094 -1 Digital Forest UPS Installation \NEW Antenna Project \Design\Antenna Frame Model - 1- 19 -09.adv\ • Steel Code Check 2g • Report: Summary - Group by section • Load conditions to be included in design : ST =DL +SL LC1= DL +SL +0.11W1 • LC2= DL +SL +0.11W2 LC3= DL +SL +0.11W3 • LC4= DL +SL +0.11W4 LC5= DL +SL +0.11W5 LC6= DL +SL +0.11W6 • LC7= 13L +SL +0.11W7 LC8= DL +SL +0.11W8 • LC9= DL +SL +0.11W9 LC10= DL +SL +0.11W10 LC11= DL +SL +0.11W11 LC12= DL +SL +0.11W12 LC13= DL +SL +0.11W13 • LC14= DL +SL +0.11W14 LC15= DL +SL +0.11W15 LC16= DL +SL+0.11W16 • LC17= DL +SL +0.11W17 LC18= DL +SL +0.11 W 18 • LC19= DL +SL +0.11W19 LC20= DL +SL +0.11W20 • LC21= DL +SL +0.11W21 LC22= DL +SL +0.11 W22 LC23= DL +SL +0.11 W23 • LC24= DL +SL +0.11W24± LC25= DL +SL +0.11W25 • LC26= DL +SL +0.11W26 LC27= DL +SL +0.11W27 LC28= DL +SL +0.11W28 • LC29= DL +SL +0.11W29 LC30= DL +SL +0.11 W30 • LC31= DL +SL +0.11W31 LC32= DL +SL +0.11W32 • LC33= DL +SL +0.11W33 LC34= DL +SL +0.11W34 LC35= DL +SL +0.11W35 • LC36= DL +SL +0.11W36 LC37= DL +SL +0.11W37 LC38= DL+SL +0.11W38 • LC39= DL +SL +0.11W39 LC40= DL +SL +0.11W40 • LC41= DL +SL +0.11W41 LC42= DL +SL+0.11W42 LC43= DL +SL +0.11W43 • LC44= DL +SL +0.11W44 LC45= DL +SL +0.11W45 • LC46= DL+5L +0.11W46 LC47= DL +SL +0.11W47 LC48= DL +SL+0.11 W48 • LC49= DL+SL +0.11W49 LC50= DL +SL+0.11W50 • LC51= DL +SL +0.11W51 LC52= DL +SL +0.11W52 • LC53= DL +SL +0.11W53 LC54= DL +SL +0.11W54 LC55= DL +SL +0.11W55 • LC56= DL +SL +0.11W56 • Pagel • LC57= DL +SL +0.11W57 LC58= DL +SL +0.11W58 LC59= DL +SL +0.11W59 LC60= DL +SL +O.11W60 LC61= DL +SL +0.11W61 LC62 =DL +SL +0.11 W62 LC63= DL +SL +0.11W63 LC64 = DL +SL +0.11 W 64 LC65=DL+SL+0.11W65 LC66= DL +SL +0.11 W66 LC67 =DL +SL +0.11 W67 LC68= DL +SL +0.11W68 LC69= DL +SL +0.11W69 LC70= DL+SL +0.11W70 LC71= DL +SL +0.11W71 LC72= DL +SL +0.11W72 LC73= DL +SL +0.11W73 LC74= DL +SL +0.11W74 LC75= DL +SL +0.11W75 LC76= DL +SL +0.11 W76 LC77= DL +SL +0.11W77 LC78= DL +SL+0.11 W78 LC79 =DL +SL +0.11 W79 LC80= DL +SL +0.11W80 LC81=DL+SL+0.11W81 LC82= DL+SL +O.11W82 LC83= DL +SL +0.11W83 LC84= DL +SL +0.11W84 21 Description Section Member Ctrl Eq. Ratio Status Reference C 7X12.2 59 LC7 at 0.00% 0.47 OK (Ec. 4.9) DG 9 PIPE 2x0.154 46 LC8 at 100.00% 0.14 OK (111 -1b) Column PIPE 4x0.337XS 11 LC64 at 50.00% 0.15 OK (H2 -1) Diagonal Brace C 7X12.2 24 LC1 at 100.00% 0.02 OK (H1 -1b) LU 4X3X1_4 20 LC36 at 0.00% 0.11 OK (H2 -1) Lateral Beam W14X38 4 LC1 at 100.00% 0.03 OK (Ec. 4.9) DG 9 LESSER -POST PIPE 3x0.216 31 LC35 at 43.75% 0.16 OK (H3 -6) Long Beam W 10X19 30 LC29 at 75.78% 0.25 OK (H1 -1b) W 14X38 55 LC7 at 49.65% 0.11 OK (Ec. 4.9) DG 9 SMALL -DIAG LU 4X3X1_4 35 LC35 at 0.00% 0.06 OK (H2 -1) TORQUE -TUBE HSS_RECT 14X6X3 8 8 LC37 at 0.00% 0.05 OK (H1 -1b) Page2 • • %;eu • Current Date: 2/2/2009 11:19 AM Units system: English • File name: P: \Current Projects \7094 -1 Digital Forest UPS Installation \NEW Antenna Project \Design\Antenna Frame Model - 1- 19- 09.adv\ • Steel Code Check 30 • Report: Summary - Group by member • Load conditions to be included in design : ST=DL+SL LC1= DL +SL +0.11W1 • LC2= DL +SL +0.11W2 LC3= DL +SL +0.11W3 • LC4= DL +SL +0.11W4 LC5= DL +SL +0.11W5 LC6= DL +SL +0.11W6 • LC7= DL +SL +0.11W7 LCS= DL +SL +0.11W8 • LC9= DL +SL +0.11W9 LC10= DL +SL +0.11W10 LC11= DL +SL +0.11W11 • LC12= DL +SL +0.11W12 LC13= DL +SL +0.11W13 • LC14= DL +SL +0.11W14 LC15= DL +SL +0.11W15 LC16= DL +SL +0.11W16 • LC17= DL +SL +0.11W17 LC18= DL +SL +0.11W18 • LC19= DL +SL +0.11W19 LC20= DL +SL +0.11W20 • LC21= DL +SL +0.11W21 LC22= DL +SL +0.11W22 LC23= DL +SL +0.11W23 • LC24= DL +SL +0.11W24 LC25= DL +SL +0.11W25 • LC26= DL +SL +0.11W26 LC27= DL +SL +0.11W27 LC28= DL +SL +0.11W28 • LC29= DL +SL +0.11W29 LC30= DL +SL +0.11W30 • LC31= DL +SL +0.11W31 LC32= DL +SL +0.11W32 LC33= DL +SL +0.11W33 • LC34= DL +SL +0.11W34 LC35= DL +SL +0.11W35 • LC36= DL +SL +0.11W36 LC37= DL +SL +0.11W37 LC38= DL +SL +0.11W38 • LC39= DL +SL +0.11W39 LC40= DL +SL +0.11W40 • LC41= DL +SL +0.11W41 LC42= DL +SL +0.11W42 LC43= DL +SL+0.11W43 LC44= DL +SL +0.11W44 LC45=DL+SL+ 0.11W45 • LC46= DL +SL +0.11W46 LC47= DL +SL +0.11W47 LC48= DL +SL +0.11W48 LC49= DL +SL +0.11W49 LC50= DL +SL +0.11W50 • LC51= DL +SL +0.11W51 LC52= DL +SL +0.11W52 • LC53= DL +SL +0.11W53 LC54= DL +SL +0.11W54 LC55= DL +SL +0.11W55 • LC56= DL +SL +0.11W56 • Pagel • LC57= DL+ SL+0.11W57 LC58= DL +SL +0.11W58 LC59 =DL +SL +0.11 W59 LC60= DL +SL +0.11W60 LC61= DL +SL +0.11W61 LC62= DL +SL +0.11W62 LC63 = DL +SL +0.11 W63 LC64=DL+SL+0.11W64 LC65= DL +SL +0.11W65 LC66= DL +SL +0.11W66 LC67= DL +SL+0.11W67 LC68= DL +SL +0.11W68 LC69= DL +SL +0.11 W69 LC70 =DL +SL +0.11 W70 LC71= DL +SL +0.11W71 LC72= DL +SL +0.11W72 LC73= DL +SL +0.11W73 LC74=DL+SL+0.11W74 LC75= DL +SL +0.11W75 LC76=DL+SL+0.11W76 LC77= DL +SL +0.11W77 LC78= DL +SL +0.11W78 LC79= DL +SL +0.11W79 LC80= DL +SL +0.11W80 LC81= DL +SL +0.11W81 LC82= DL+SL+0.11 W82 LC83= DL+SL +0.11W83 LC84= DL +SL+0.11W84 Description Section Member Ctrl Eq. Ratio Status Reference Column Diagonal Brace C 7X12.2 47 LC9 at 62.50% 0.07 OK (Ec. 4.9) DG 9 48 LC8 at 74.22% 0.20 OK (Ec. 4.9) DG 9 49 LC29 at 0.00% 0.04 OK (Ec. 4.9) DG 9 50 LC7 at 37.50% 0.33 OK (Ec. 4.9) DG 9 51 LC8 at 0.00% 0.02 OK (Ec. 4.9) DG 9 52 LC8 at 0.00% 0.01 OK (Ec. 4.9) DG 9 53 LC8 at 100.00% 0.01 OK (Ec. 4.9) DG 9 57 LC7 at 100.00% 0.05 OK (Ec. 4.9) DG 9 58 LC8 at 0.00% 0.42 OK (Ec. 4.9) DG 9 59 LC7 at 0.00% 0.47 OK (Ec. 4.9) DG 9 60 LC8 at 100.00% 0.08 OK (Ec. 4.9) DG 9 61 LC29 at 0.00% 0.02 OK (H1-1b) 62 LC29 at 0.00% 0.02 OK (Hi -1b) PIPE 220.154 44 LC15 at 100.00% 0.06 OK (Hi -1b) 45 LC35 at 100.00% 0.09 OK (H1-1b) 46 LC8 at 100.00% 0.14 OK (H1-1b) 56 LC35 at 100.00% 0.14 OK (H3 -6) • 19 LC35 at 0.00% 0.08 OK (H2 -1) 20 LC36 at 0.00% 0.11 OK (H2-1) • 21 LC37 at 100.00% 0.09 OK (H2 -1) • Lateral Beam W 14X38 3 LC1 at 100.00% 0.03 OK (Ec. 4.9) DG 9 4 LC1 at 100:00% 0.03 OK (Ec. 4.9) DG 9 • 5 LC65 at 50.00% 0.02 OK (H1 -1b) 6 LC5 at 50.00% 0.01 OK (H1-1b) • 7 LC15 at 100.00% 0.03 OK (Ec. 4.9) DG 9 LESSER -POST PIPE 3x0.216 31 LC35 at 43.75% 0.16 OK (H3 -6) • 32 LC29 at 43.75% 0.11 OK (H3 -6) • Long Beam W 10X19 30 LC29 at 75.78% 0.25 OK (H1 -1b) • W 14X38 1 LC43 at 49.22% 0.08 OK (Ec. 4.9) DG 9 55 LC7 at 49.65% 0.11 OK (Ec. 4.9) DG 9 • SMALL -DIAG LU 4X3X1_4 35 LO5 at 0.00% 0.06 OK (H2 -1) 36 LC29 at 100.00% 0.04 OK (H2 -1) • TORQUE -TUBE HSS_RECT 14X6X3 8 8 LO7 at 0.00% 0.05 OK (H1 -1b) • 9 LC65 at 100.00% 0.05 OK (1-11 -1b) • • • • • • • • • • • • • • • • • • • Page3 • r- -Ben tey 33 Current Date: 2/2/2009 11:36 AM Units system: English File name: P: \Current Projects\7094 -1 Digital Forest UPS Installation \NEW Antenna Project \Design\Antenna Frame Model - 1- 19- 09.adv\ List of materials Note.- Only the graphically selected members and shells are listed Members: Profile Material Uweight Length Weight [Kip /ft] [ft] [Kip] C 7X12.2 LU 4X3X1_4 PIPE 2X0.154 PIPE 3X0.216 PIPE 4X0.337XS W 10X19 W 14X38 A36 MINIM W 14)3i$ A cia, rip ‘o A36 A500 GRB ROUNDED A500 GRB ROUNDED A500 GRB ROUNDED A992 GR50 A992 GR50 1.23E -02 4.46E -02 5.76E -03 3.62E -03 7.54E -03 1.49E -02 1.90E -02 3.79E -02 97.935 11.500 53.071 5.500 12.000 24.000 19.500 69.000 1.202 0.513 0.306 0.020 0.090 0.358 0.371 2.613 Total weight [Kip] 5.473 Shells: Thickness [in] Material Uweight Area Weight [Kip /ft2] [ft2] [Kip] 0.04740 A653 SS GR33 1.94E -03 163.603 0.317 Total weight [Kip] 0.317 Pagel , e n y' Aurrent Date: 2/2/2009 11:43 AM its system: English File name: P: \Current Projects \7094 -1 Digital Forest UPS Installation\NEW Antenna Project \Design\Antenna Frame Model - 1- 19- 09.adv\ • • • • • • A reshot Pf*6 ccl DS (a; for\\ Mpt1VJfda) ti 0 (% 9 - "rig() K. Lo A Os 4 IA Dctd A tv% KM Current Date: 2/2/2009 11:43 AM Units system: English File name: P: \Current Projects \7094 -1 Digital Forest UPS Installation \NEW Antenna Project \Design\Antenna Frame Model - 1- 19- 09.adv\ e(. PAoMel rr Do\Atikr1 urrent Date: 2/2/2009 11:49 AM its system: English File name: P: \Current Projects \7094 -1 Digital Forest UPS Installation \NEW Antenna Project \Design\Antenna Frame Model - 1- 19- 09.adv\ 36 • 6X. ea NCAn— PrtAllAivt (c..1) fj Current Date: 2/2 /2009 11:44 AM Units system: English File name: P: \Current Projects \7094 -1 Digital Forest UPS Installation \NEW Antenna Project \Design\Antenna Frame Model - 1- 19- 09.adv\ ex. 4xi rPC t - t,0Pt Q okftk ^'\ A • • enttoay • Current Date: 2/2 /2009 3:00 PM Units system: English • File name: P: \Current Projects \7094 -1 Digital Forest UPS Installation\NEW Antenna Project \Design\Antenna Frame Model - 1- 19- 09.adv\ Geometry data • GLOSSARY • Cb22, Cb33 : Moment gradient coefficients Cm22, Cm33 : Coefficients applied to bending term in interaction formula d0 : Tapered member section depth at J end of member DJX : Rigid end offset distance measured from J node in axis X DJY : Rigid end offset distance measured from J node in axis Y • DJZ : Rigid end offset distance measured from J node in axis Z DKX : Rigid end offset distance measured from K node in axis X • DKY : Rigid end offset distance measured from K node in axis Y DKZ : Rigid end offset distance measured from K node in axis Z • dL : Tapered member section depth at K end of member Ig factor : Inertia reduction factor (Effective Inertia/Gross Inertia) for reinforced concrete members K22 : Effective length factor about axis 2 32 19.50 -6.00 -3.00 0 33 0.00 6.00 -3.00 0 1 0.00 0.00 0.00 0 • 2 0.00 0.00 6.00 0 3 4.00 0.00 0.00 0 • 4 4.00 0.00 3.00 0 5 4.00 0.00 6.00 0 • 6 9.75 0.00 0.00 0 7 9.75 0.00 3.00 0 8 9.75 0.00 6.00 0 • 9 15.50 0.00 0.00 0 10 15.50 0.00 3.00 0 • 11 15.50 0.00 6.00 0 12 19.50 0.00 0.00 0 • 13 19.50 0.00 6.00 0 14 0.00 -3.00 6.00 0 • 15 0.00 -3.00 0.00 0 16 19.50 -3.00 6.00 0 • Pagel • 17 19.50 -3.00 0.00 0 22 19.50 -0.50 6.00 0 23 19.50 -0.50 0.00 0 24 0.00 -0.50 6.00 0 25 0.00 -0.50 0.00 0 26 2.00 0.00 3.00 0 27 17.50 0.00 3.00 0 28 3.75 0.00 0.00 0 29 15.75 0.00 0.00 0 30 3.75 0.00 -3.00 0 31 19.50 0.00 -3.00 0 34 11.75 0.00 -3.00 0 35 11.75 0.00 0.00 0 36 7.75 0.00 0.00 0 37 7.75 0.00 -3.00 0 38 17.00 0.00 -3.00 0 39 19.50 -2.50 -3.00 0 40 2.50 0.00 -3.00 0 41 0.00 -2.50 -3.00 0 42 15.75 0.00 -3.00 0 43 0.00 0.00 -3.00 0 46 4.00 1.375 3.00 0 47 15.50 1.375 0.901 0 48 3.237 1.375 -0.927 0 49 14.737 1.375 -3.00 0 50 15.50 0.00 0.901 0 51 14.737 0.00 -3.00 0 53 3.4171 0.00 0.00 0 54 3.4171 1.375 0.00 0 55 6.112 1.375 - 1.4453 0 56 8.987 1.375 - 1.9635 0 57 11.862 1.375 - 2.4818 0 58 12.625 1.375 1.4257 0 59 9.75 1.375 1.9505 0 60 6.875 1.375 2.4753 0 Restraints Node TX TY TZ RX RY RZ 18 1 1 1 0 0 0 19 1 1 1 0 0 0 20 1 1 1 0 0 0 21 1 1 1 0 0 0 32 1 1 1 0 0 0 33 1 1 1 0 0 0 Members Paget • • Member NJ NK Description Section Material dO dL Ig factor [in] [in] 1 2 13 Long Beam W 14X38 A992 Gr50 0.00 0.00 0.00 3 12 13 Lateral Beam W 14X38 A992 Gr50 0.00 0.00 0.00 4 1 2 Lateral Beam W 14X38 A992 Gr50 0.00 0.00 0.00 • 5 5 3 Lateral Beam W 14X38 A992 Gr50 0.00 0.00 0.00 6 8 6 Lateral Beam W 14X38 A992 Gr50 0.00 0.00 0.00 • 7 11 9 Lateral Beam W 14X38 A992 Gr50 0.00 0.00 0.00 8 7 10 TORQUE -TUBE HSS_RECT 14X6X3_8 A992 Gr50 0.00 0.00 0.00 • 9 4 7 TORQUE -TUBE HSS_RECT 14X6X3_8 A992 Gr50 0.00 0.00 0.00 10 2 18 Column PIPE 4x0.337XS A500 GrB rounded 0.00 0.00 0.00 11 1 19 Column PIPE 4x0.337XS A500 GrB rounded 0.00 0.00 0.00 • 12 13 20 Column PIPE 4x0.337XS A500 GrB rounded 0.00 0.00 0.00 13 12 21 Column PIPE 4x0.337XS A500 GrB rounded 0.00 0.00 0.00 • 14 23 16 Diagonal Brace LU 4X3X1_4 A36 0.00 0.00 0.00 15 17 22 Diagonal Brace LU 4X3X1_4 A36 0.00 0.00 0.00 • 16 24 15 Diagonal Brace LU 4X3X1_4 A36 0:00 0.00 0.00 17 14 25 Diagonal Brace LU 4X3X1_4 A36 0.00 0.00 0.00 • 18 9 17 Diagonal Brace LU 4X3X1_4 A36 0.00 0.00 0.00 19 16 11 Diagonal Brace LU 4X3X1_4 A36 0.00 0.00 0.00 20 15 3 Diagonal Brace LU 4X3X1_4 A36 0.00 0.00 0.00 • 21 5 14 Diagonal Brace LU 4X3X1_4 A36 0.00 0.00 0.00 22 13 9 Diagonal Brace C 7X12.2 A36 0.00 0.00 0.00 • 23 2 3 Diagonal Brace C 7X12.2 A36 0.00 0.00 0.00 24 1 26 Diagonal Brace C 7X12.2 A36 0.00 0.00 0.00 • 25 11 27 Diagonal Brace C 7X12.2 A36 0.00 0.00 0.00 26 26 5 Diagonal Brace C 7X12.2 A36 0.00 0.00 0.00 • 27 27 12 Diagonal Brace C 7X12.2 A36 0.00 0.00 0.00 30 43 31 Long Beam W 10X19 A992 Gr50 0.00 0.00 0.00 31 31 32 LESSER -POST PIPE 3x0.216 A500 GrB rounded 0.00 0.00 0.00 • 32 43 33 LESSER -POST PIPE 3x0.216 A500 GrB rounded 0.00 0.00 0.00 35 39 38 SMALL -DIAG LU 4X3X1_4 A36 0.00 0.00 0.00 • 36 40 41 SMALL -DIAG LU 4X3X1_4 A36 . 0.00 0.00 0.00 44 47 50 PIPE.2x0.154 A500 GrB rounded 0.00 0.00 0.00 • 45 46 4 PIPE 2x0.154 A500 GrB rounded 0.00 0.00 0.00 46 54 53 PIPE 2x0.154 A500 GrB rounded 0.00 0.00 0.00 • 47 48 46 C 7X12.2 A36 0.00 0.00 0.00 48 46 47 C 7X12.2 A36 0.00 0.00 0.00 49 47 49 C 7X12.2 A36 0.00 0.00 0.00 • 50 48 49 C 7X12.2 A36 0.00 0.00 0.00 51 58 57 C 7X12.2 A36 0.00 0.00 0.00 • 52 59 56 C 7X12.2 A36 0.00 0.00 0.00 53 60 55 C 7X12.2 A36 0.00 0.00 0.00 • 55 1 12 Long Beam W 14X38 A992 Gr50 0.00 0.00 0.00 56 49 51 PIPE 2x0.154 A500 GrB rounded 0.00 0.00 0.00 • 57 57 47 C 7X12.2 A36 0.00 0.00 0.00 58 58 56 C 7X12.2 A36 0.00 0.00 0.00 59 56 60 C 7X12.2 A36 0.00 0.00 0.00 • 60 55 46 C 7X12.2 A36 0.00 0.00 0.00 61 . 12 31 C 7X12.2 A36 0.00 0.00 0.00 • 62 1 43 C 7X12.2 A36 0.00 0.00 0.00 • • • Hinges Node -J Node -K Member M33 M22 V3 V2 M33 M22 V3 V2 TOR AXL Axial rigidity 10 0 0 0 0 1 1 0 0 0 0 Full 11 0 0 0 0 1 1 0 0 0 0 Full 12 0 0 0 0 1 1 0 0 0 0 Full 13 0 0 0 0 1 1 0 0 0 0 Full 14 1 0 0 0 1 0 0 0 0 0 Full 15 1 0 0 0 1 0 0 0 0 0 Full 16 1 0 0 0 1 0 0 0 0 0 Full 17 1 0 0 0 1 0 0 0 0 0 Full 18 1 0 0 0 1 0 0 0 0 0 Full 19 1 0 0 0 1 0 0 0 0 0 Full 20 •1 0 0 0 1 0 0 0 0 0 Full 21 1 0 0 0 1 0 0 0 0 0 Full 22 1 0 0 0 1 0 0 0 0 0 Full 23 1 0 0 0 1 0 0 0 0 0 Full 24 1 0 0 0 0 0 0 .0 0 0 Full 25 1 0 0 0 0 0 0 0 0 0 Full 26 0 0 0 0 1 0 0 0 0 0 Full 27 0 0 0 0 1 0 0 0 0 0 Full 30 1 0 0 0 1 0 0 0 0 0 Full 31 1 1 0 0 1 1 0 0 0 0 Full 32 1 1 0 0 1 1 0 0 0 0 Full 35 1 0 0 0 1 0 0 0 0 0 Full 36 1 0 0 0 1 0 0 0 0 0 Full 44 1 1 0 0 0 0 0 0 0 0 Full 45 1 1 0 0 0 0 0 0 0 0 Full 46 1 1 0 0 0 0 0 0 0 0 Full 47 1 1 0 0 1 1 0 0 0 0 Full 48 _ 1 1 0 0 1 1 0 0 0 0 Full 49 1 0 0 0 1 0 0 0 0 0 Full 50 1 1 0 0 1 1 0 0 0 0 Full 51 1 1 0 0 1 1 0 0 0 0 Full 52 1 1 0 0 1 1 0 0 0 0 Full 53 1 1 0 0 1 1 0 0 0 0 Full 56 1 1 0 0 0 0 0 0 0 0 Full 57 1 0 0 0 1 0 0 0 0 0 Full 58 1 0 0 0 1 0 0 0 0 0 Full 59 1 0 0 0 1 0 0 0 0 0 Full 60 1 0 0 0 1 0 0 0 0 0 Full 61 1 0 0 0 1 0 0 0 0 0 Full 62 1 0 0 0 1 0 0 0 0 0 Full Shells Shell N1 N2 N3 N4 Description Material Thickness [in] 1 2 13 1 12 A653 SS Gr33 0.0474 2 46 47 48 49 A653 SS Gr33 0.0474 Page4 • • • Current Date: 2/2/2009 3:02 PM Units system: English • File name: P: \Current Projects \7094 -1 Digital Forest UPS Installation \NEW Antenna Project \Design\Antenna Frame Model - 1- 19- 09.adv\ • Load data • GLOSSARY • Comb : Indicates if load condition is a load combination • Load conditions • Condition Description • Comb. Category • DL Dead Load No DL SL Snow Load No SNOW W1 TO -0 No WIND • W2 TO -30 No WIND W3 TO -60 No WIND • W4 TO -90 No WIND W5 TO -120 No WIND • W6 TO -150 No WIND W7 TO -180 No WIND • W8 T30-0 No WIND W9 T30 -30 No WIND W10 T30 -60 No WIND • W11 T30 -90 No WIND W12 T30 -120 No WIND • W13 T30 -150 No WIND W14 T30 -180 No WIND • W15 T60 -0 No WIND W16 T60 -30 No WIND • W17 T60-60 No WIND W18 T60-90 No WIND W19 T60 -120 No WIND • W20 T60 -150 No WIND W21 T60 -180 No WIND • W22 T80 -0 No WIND W23 T80 -30 No WIND • W24 T80 -60 No WIND W25 T80 -90 No WIND • W26 T80 -120 No WIND W27 T80 -150 No WIND W28 T80 -180 No WIND • W29 L0 -0 No WIND W30 L0 -30 No WIND • W31 L0 -60 No WIND W32 LO -90 No WIND • W33 LO -120 No WIND W34 LO -150 No WIND W35 LO -180 No WIND • W36 L30 -0 No WIND W37 L30 -30 No WIND • W38 L30-60 No WIND W39 L30 -90 No WIND • W40 L30 -120 No WIND W41 L30 -150 No WIND • W42 L30 -180 No WIND W43 L60 -0 No WIND • Pagel • W44 L60 -30 No WIND W45 L60 -60 No WIND W46 L60-90 No WIND W47 L60 -120 No WIND W48 L60 -150 No WIND W49 L60 -180 No WIND W50 L80 -0 No WIND W51 L80 -30 No WIND W52 L80-60 No WIND W53 L80 -90 No WIND W54 L80 -120 No WIND W55 L80 -150 No WIND W56 L80 -180 No WIND W57 A0 -0 No WIND W58 A0 -30 No WIND W59 A0-60 No WIND W60 A0 -90 No WIND W61 A0 -120 No WIND W62 A0 -150 No WIND W63 A0 -180 No WIND W64 A30 -0 No WIND W65 A30 -30 No WIND W66 A30 -60 No WIND W67 A30 -90 No WIND W68 A30 -120 No WIND W69 A30 -150 No WIND W70 A30 -180 No WIND W71 A60 -0 No WIND W72 A60 -30 No WIND W73 A60 -60 No WIND W74 A60 -90 No WIND W75 A60 -120 No WIND W76 A60 -150 No WIND W77 A60 -180 No WIND W78 A80 -0 No WIND W79 A80 -30 No WIND W80 A80 -60 No WIND W81 A80 -90 No WIND W82 A80 -120 No WIND W83 A80 -150 No WIND W84 A0 -180 No WIND ST DL +SL Yes LC1 DL +SL +0.11W1 Yes LC2 DL +SL +0.11W2 Yes LC3 DL +SL +0.11W3 Yes LC4 DL +SL +0.11W4 Yes LC5 DL +SL +0.11W5 Yes LC6 DL +SL +0.11W6 Yes LC7 DL +SL +0.11 W7 Yes LC8 DL +SL +0.11W8 Yes LC9 DL +SL +0.11W9 Yes LC10 DL +SL +0.11W10 Yes LC11 DL +SL +0.11W11 Yes LC12 DL +SL +0.11W12 Yes LC13 DL +SL +0.11W13 Yes LC14 DL +SL +0.11W14 Yes LC15 DL +SL +0.11W15 Yes LC16 DL +SL +0.11W16 Yes LC17 DL +SL +0.11W17 Yes LC18 DL +SL +0.11W18 Yes Page2 • LC19 DL +SL +0.11W19 Yes • LC21 DL +SL +0.11 W20 Yes LC2 DL +SL +0.11W21 Yes LC22 DL +SL +0:11W22 Yes • LC23 DL +SL +0.11W23 Yes LC24 DL +SL +0.11W24 Yes • LC25 DL +SL +0.11W25 Yes LC26 DL +SL +0.11W26 Yes • LC27 DL +SL +0.11W27 Yes LC28 DL +SL +0.11W28 Yes • LC29 DL +SL +0.11W29 Yes LC30 DL +SL +0.11W30 Yes LC31 DL +SL +0.11W31 Yes • LC32 DL +SL +0.11W32 Yes LC33 DL +SL +0.11W33 Yes • LC34 DL +SL +0.11W34 Yes LC35 DL +SL +0.11W35 Yes • LC36 DL +SL +0.11W36 Yes LC37 DL +SL +0.11W37 Yes . LC38 DL +SL +0.11W38 Yes LC39 DL +SL +0.11W39 Yes LC40 DL +SL +0.11W40 Yes • LC41 DL +SL +0.11W41 Yes LC42 DL +SL +0.11W42 Yes • LC43 DL +SL +0.11 W43 Yes LC44 DL +SL +0.11W44 Yes • LC45 DL +SL +0.11W45 Yes LC46 DL +SL +0.11 W46 Yes • LC47 DL +SL +0.11W47 Yes LC48 DL +SL +0.11W48 Yes LC49 DL +SL +0.11 W49 Yes • LC50 DL +SL +0.11W50 Yes LC51 DL +SL +0.11W51 Yes • LC52 DL +SL +0.11W52 Yes LC53 DL +SL +0.11W53 Yes • LC54 DL +SL +0.11W54 Yes LC55 DL +SL +0.11W55 Yes LC56 DL +SL +0.11W56 Yes • LC57 DL +SL +0.11W57 Yes LC58 DL +SL +0.11W58 Yes • LC59 DL +SL +0.11W59 Yes LC60 DL +SL +0.11W60 Yes • LC61 DL +SL +0.11 W61 Yes LC62 DL +SL +0.11W62 Yes • LC63 DL +SL +0.11W63 Yes LC64 DL +SL +0.11W64 Yes LC65 DL +SL +0.11W65 Yes • LC66 DL +SL +0.11W66 Yes LC67 DL +SL +0.11W67 Yes • LC68 DL +SL +0.11W68 Yes LC69 DL +SL +0.11W69 Yes • LC70 DL +SL +0.11W70 Yes LC71 DL +SL +0.11W71 Yes • LC72 DL +SL +0.11W72 Yes LC73 DL +SL +0.11W73 Yes LC74 DL +SL +0.11W74 Yes • LC75 DL +SL +0.11W75 Yes LC76 DL +SL +0.11W76 Yes • LC77 DL +SL +0.11W77 Yes LC78 DL +SL +0.11 W78 Yes • • • • Page3 • LC79 DL +SL +0.11W79 Yes LC80 DL +SL +0.11W80 Yes LC81 DL +SL +0.11W81 Yes LC82 DL+SL+0.11W82 Yes LC83 DL +SL +0.11W83 Yes LC84 DL +SL +0.11W84 Yes Load on nodes • W45 7 -0.60 -5.10 0.10 -0.80 0.30 -3.60 • W46 7 0.20 -1.60 0.30 -4.30 1.40 1.10 W47 7 0.40 1.10 0.30 4.20 1.40 4.10 W48 7 0.70 -0.80 0.20 -2.70 0.90 6.90 • W49 7 0.80 -0.70 0.00 0.00 0.00 8.10 W50 7 -0.30 -4.20 0.00 0.00 0.00 -2.90 • W51 7 -0.20 -3.80 0.10 -1.20 0.10 -2.70 W52 7 -0.20 -2.80 0.20 -2.80 0.30 -1.90 • W53 7 0.10 -1.40 0.30 -4.50 0.40 0.30 W54 7 0.20 -1.20 0.30 -4.00 0.40 2.70 • W55 7 0.40 -1.10 0.20 -2.40 0.20 4.60 W56 7 0.40 1.00 0.00 0.00 0.00 5.40 • W57 7 -2.20 -1.70 -2.20 -13.60 0.00 13.60 W58 7 -2.20 -1.70 -2.00 -12.30 -1.00 13.20 W59 7 -2.10 -1.70 -1.80 -11.00 -2.00 12.80 • W60 7 0.50 -1.70 0.00 0.50 3.20 -3.40 W61 7 0.90 -1.70 0.40 2.90 3.70 -6.40 • W62 7 1.20 -1.70 0.90 6.30 1.90 -8.00 W63 7 1.50 -1.70 1.50 9.70 0.00 -9.70 • W64 7 -1.80 -6.70 -1.80 -9.30 -0.10 9.60 W65 7 -1.80 -6.60 -1.70 -8.50 -0.90 10.20 W66 7 -1.50 -5.70 -1.30 -6.90 -1.00 8.70 • W67 7 0.40 -1.90 0.00 -0.90 2.60 -3.90 W68 7 0.80 -1.40 0.30 1.60 2.90 -7.00 • W69 7 1.00 -1.00 0.70 5.00 1.60 -8.00 W70 7 1.00 -0.70 1.00 7.40 0.10 -7.50 • W71 7 -0.90 -9.30 -0.90 -3.50 0.00 3.50 W72 7 -0.80 -8.10 -0.70 -2.90 -0.30 4.30 • W73 7 -0.40 -5.10 -0.50 -3.10 0.30 2.00 W74 7 0.30 1.60 0.10 2.30 1.40 -3.80 W75 7 0.50 -1.10 0.10 0.00 1.40 -5.90 • W76 7 0.60 -0.80 0.30 2.90 0.90 -6.80 W77 7 0.60 -0.70 0.60 5.80 0.00 -5.70 • W78 7 -0.20 -4.20 -0.20 -2.00 0.00 2.10 W79 7 -0.10 -3.80 -0.20 -2.80 0.10 1.10 • W80 7 0.00 -2.80 -0.30 -3.40 0.30 -0.70 W81 7 0.30 -1.40 -0.20 -3.00 0.40 -3.40 W82 7 0.40 -1.20 0.00 -0.90 0.40 -4.80 • W83 7 0.40 -1.10 0.10 1.60 0.20 -5.00 W84 7 0.30 -1.00 0.30 3.80 0.00 -3.80 • • • Load on shells • Condition Shell Pressure Temp. [Kip/ft2] [F] • DL 1 -0.003 0.00 2 -0.003 0.00 • SL 1 -0.025 0.00 2 -0.025 0.00 • - -- • Self weight multipliers for load conditions • • • • • Page5 • Self weight multiplier Condition - Description Comb. MuItX MuItY MuItZ DL Dead Load No 0.00 -1.00 0.00 SL Snow Load No 0.00 0.00 0.00 W1 TO -0 No 0.00 0.00 0.00 W2 TO -30 No 0.00 0.00 0.00 W3 TO -60 No 0.00 0.00 0.00 W4 TO -90 No 0.00 0.00 0.00 W5 TO -120 No 0.00 0.00 0.00 W6 TO -150 No 0.00 0.00 0.00 W7 TO -180 No 0.00 0.00 0.00 W8 T30 -0 No 0.00 0.00 0.00 W9 T30 -30 No 0.00 0.00 0.00 W10 T30 -60 _ No 0.00 0.00 0.00 W11 T30 -90 No 0.00 0.00 0.00 W12 T30 -120 No 0.00 0.00 0.00 W13 T30 -150 No 0.00 0.00 0.00 W14 T30 -180 No 0.00 0.00 0.00 W15 T60 -0 No 0.00 0.00 0.00 W16 T60 -30 No 0.00 0.00 0.00 W17 T60 -60 No 0.00 0.00 0.00 W18 T60 -90 No 0.00 0.00 0.00 W19 T60 -120 No 0.00 0.00 0.00 W20 T60 -150 No 0.00 0.00 0.00 W21 T60 -180 No 0.00 0.00 0.00 W22 T80 -0 No 0.00 0.00 0.00 W23 T80 -30 No 0.00 0.00 0.00 W24 T80 -60 No 0.00 0.00 0.00 W25 T80 -90 No 0.00 0.00 0.00 W26 T80 -120 No 0.00 0.00 0.00 W27 T80 -150 No 0.00 0.00 0.00 W28 T80 -180 No 0.00 0.00 0.00 W29 L0 -0 No 0.00 0.00 0.00 W30 L0 -30 No 0.00 0.00 0.00 W31 LO -60 No 0.00 0.00 0.00 W32 LO -90 No 0.00 0.00 0.00 W33 LO -120 No 0.00 0.00 0.00 W34 LO -150 No 0.00 0.00 0.00 W35 LO-180 No 0.00 0.00 0.00 W36 L30 -0 No 0.00 0.00 0.00 W37 L30-30 No 0.00 0.00 0.00 W38 L30 -60 No 0.00 0.00 0.00 W39 L30 -90 No 0.00 0.00 0.00 W40 L30 -120 No 0.00 0.00 0.00 W41 L30 -150 No 0.00 0.00 0.00 W42 L30 -180 No 0.00 0.00 0.00 W43 L60 -0 No 0.00 0.00 0.00 W44 L60-30 No 0.00 0.00 0.00 W45 L60 -60 No 0.00 0.00 0.00 W46 L60 -90 No 0.00 0.00 0.00 W47 L60 -120 No 0.00 0.00 0.00 W48 L60 -150 No 0.00 0.00 0.00 W49 L60 -180 No 0.00 0.00 0.00 W50 L80 -0 No 0.00 0.00 0.00 W51 L80 -30 No 0.00 0.00 0.00 W52 L80 -60 No 0.00 0.00 0.00 W53 L80 -90 No 0.00 0.00 0.00 W54 L80 -120 No 0.00 0.00 0.00 W55 L80 -150 No 0.00 0.00 0.00 W56 L80 -180 No 0.00 0.00 0.00 W57 A0 -0 No 0.00 0.00 0.00 Page6 • W58 A0 -30 No 0.00 0.00 0.00 • W59 A0 -60 No 0.00 0.00 0.00 W60 A0 90 No 0.00 0.00 0.00 W61 A0 -120 No 0.00 0.00 0.00 • W62 A0 -150 No 0.00 0.00 0.00 W63 A0 -180 No 0.00 0.00 0.00 • W64 A30-0 No 0.00 0.00 0.00 W65 A30 -30 No 0.00 0.00 0.00 • W66 A30 -60 No 0.00 0.00 0.00 W67 A30-90 No 0.00 0.00 0.00 W68 A30 -120 No 0.00 0.00 0.00 • W69 A30 -150 No 0.00 0.00 0.00 W70 A30 -180 No 0.00 0.00 0.00 • W71 A60-0 No 0.00 0.00 0.00 W72 A60 -30 No 0.00 0.00 0.00 • W73 A60-60 No 0.00 0.00 0.00 W74 A60 -90 No 0.00 0.00 0.00. • W75 A60 -120 No 0.00 0.00 0.00 W76 A60 -150 No 0.00 0.00 0.00 W77 A60 -180 No 0.00 0.00 0.00 • W78 A80-0 No 0.00 0.00 0.00 W79 A80 -30 No 0.00 0.00 0.00 • W80 A80-60 No 0.00 0.00 0.00 W81 A80 -90 No 0.00 0.00 0.00 • W82 A80 -120 No 0.00 0.00 0.00 W83 A80 -150 No 0.00 0.00 0.00 • W84 A0 -180 No 0.00 0.00 0.00 ST DL +SL Yes 0.00 0.00 0.00 LC1 DL +SL +0.11W1 Yes 0.00 0.00 0.00 • LC2 DL +SL +0.11W2 Yes 0.00 0.00 0.00 LC3 DL +SL +0.11W3 Yes 0.00 0.00 0.00 • LC4 DL +SL +0.11W4 Yes 0.00 0.00 0.00 LC5 DL +SL +0.11W5 Yes 0.00 0.00 0.00 • LC6 DL+SL+0.11W6 Yes 0.00 0.00 0.00 LC7 DL +SL +0.11W7 Yes 0.00 0.00 0.00 • LC8 DL +SL +0.11W8 Yes 0.00 0.00 0.00 LC9 DL+SL+0.11W9 W9 Yes 0.00 0.00 0.00 LC10 DL +SL +0.11W10 Yes 0.00 0.00 0.00 • LC11 DL +SL +0.11W11 Yes 0.00 0.00 0.00 LC12 DL +SL +0.11W12 Yes 0.00 0.00 0.00 • LC13 DL +SL +0.11W13 Yes 0.00 0.00 0.00 LC14 DL +SL +0.11W14 Yes 0.00 0.00 0.00 • LC15 DL +SL +0.11W15 Yes 0.00 0.00 0.00 LC16 DL +SL +0.11W16 Yes 0.00 0.00 0.00 • LC17 DL +SL +0.11W17 Yes 0.00 0.00 0.00 LC18 DL +SL +0.11W18 Yes 0.00 0.00 0.00 LC19 DL +SL +0.11W19 Yes 0.00 0.00 0.00 • LC20 DL +SL +0.11W20 Yes 0.00 0.00 0.00 LC21 DL +SL +0.11W21 Yes 0.00 0.00 0.00 • LC22 DL +SL +0.11W22 Yes 0.00 0.00 0.00 LC23 DL +SL +0.11W23 Yes 0.00 0.00 0.00 • LC24 DL +SL +0.11W24 Yes 0.00 0.00 0.00 LC25 DL +SL +0.11W25 Yes 0.00 0.00 0.00 • LC26 DL +SL +0.11W26 Yes 0.00 0.00 0.00 LC27 DL +SL +0.11W27 Yes 0.00 0.00 0.00 LC28 DL +SL +0.11W28 Yes 0.00 0.00 0.00 LC29 DL +SL +0.11W29 Yes 0.00 0.00 0.00 LC30 DL +SL +0.11W30 Yes 0.00 0.00 0.00 • LC31 DL +SL +0.11W31 Yes 0.00 0.00 0.00 • • • • Page7 • LC32 DL +SL +0.11W32 Yes 0.00 0.00 0.00 LC33 DL +SL +0.11W33 Yes 0.00 0.00 0.00 LC34 DL+SL+0.11W34 Yes 0.00 0.00 0.00 LC35 DL +SL +0.11W35 Yes 0.00 0.00 0.00 LC36 DL +SL +0.11W36 Yes 0.00 0.00 0.00 LC37 DL +SL +0.11W37 Yes 0.00 0.00 0.00 LC38 DL +SL +0.11W38 Yes 0.00 0.00 0.00 LC39 DL +SL +0.11W39 Yes 0.00 0.00 0.00 LC40 DL +SL +0.11W40 Yes 0.00 0.00 0.00 LC41 DL +SL +0.11W41 Yes 0.00 0.00 0.00 LC42 DL+SL+0.11W42 • Yes 0.00 0.00 0.00 LC43 DL +SL +0.11W43 Yes 0.00 0.00 0.00 LC44 DL+SL+0.11W44 Yes 0.00 0.00 0.00 LC45 DL+SL+0.11W45 Yes 0.00 0.00 0.00 LC46 DL+SL+0.11W46 Yes 0.00 0.00 0.00 LC47 DL +SL +0.11W47 Yes 0.00 0.00 0.00 LC48 DL +SL +0.11W48 Yes 0.00 0.00 0.00 LC49 DL +SL +0.11W49 Yes 0.00 0.00 0.00 LC50 DL +SL +0.11W50 Yes 0.00 0.00 0.00 LC51 DL+SL+0.11W51 Yes 0.00 0.00 0.00 LC52 DL +SL +0.11W52 Yes 0.00 0.00 0.00 LC53 DL +SL +0.11W53 Yes 0.00 0.00 0.00 LC54 DL +SL +0.11W54 Yes 0.00 0.00 0.00 LC55 DL +SL +0.11W55 Yes 0.00 0.00 0.00 LC56 DL +SL +0.11W56 Yes 0.00 0.00 0.00 LC57 DL +SL +0.11W57 Yes 0.00 0.00 0.00 LC58 DL +SL +0.11W58 Yes 0.00 0.00 0.00 LC59 DL +SL +0.11W59 Yes 0.00 0.00 0.00 LC60 DL+SL+0.11W60 Yes 0.00 0.00 0.00 LC61 DL +SL +0.11W61 Yes 0.00 0.00 0.00 LC62 DL+SL+0.11W62 Yes 0.00 0.00 0.00 LC63 DL +SL +0.11 W63 Yes 0.00 0.00 0.00 LC64 DL +SL +0.11W64 Yes 0.00 0.00 0.00 LC65 DL+SL+0.11W65 Yes 0.00 0.00 0.00 LC66 DL+SL+0.11W66 Yes 0.00 0.00 0.00 LC67 DL+SL+0.11W67 Yes 0.00 0.00 0.00 LC68 DL +SL +0.11 W68 Yes 0.00 0.00 0.00 LC69 DL +SL +0.11W69 Yes 0.00 0.00 0.00 LC70 DL +SL +0.11W70 Yes 0.00 0.00 0.00 LC71 DL +SL +0.11W71 Yes 0.00 0.00 0.00 LC72 DL +SL +0.11W72 Yes 0.00 0.00 0.00 LC73 DL+SL+0.11W73 Yes 0.00 0.00 0.00 LC74 DL +SL +0.11W74 Yes 0.00 0.00 0.00 LC75 DL +SL +0.11W75 Yes 0.00 0.00 0.00 LC76 DL+SL+0.11W76 Yes 0.00 0.00 0.00 LC77 DL+SL+0.11W77 Yes 0.00 0.00 0.00 LC78 DL +SL +0.11W78 Yes 0.00 0.00 0.00 LC79 DL +SL +0.11W79 Yes 0.00 0.00 0.00 LC80 DL +SL +0.11W80 Yes 0.00 0.00 0.00 LC81 DL +SL +0.11W81 Yes 0.00 0.00 0.00 LC82 DL +SL +0.11W82 Yes 0.00 0.00 0.00 LC83 DL +SL +0.11W83 Yes 0.00 0.00 0.00 LC84 DL +SL +0.11W84 Yes 0.00 0.00 0.00 Earthquake (Dynamic analysis only) 49 Page8 • Condition a/g Ang. Damp. • [Deg] _________ [ %, DL 0.00 0.00 0.00 • SL 0.00 0.00 0.00 W1 0.00 0.00 0.00 • W2 0.00 0.00 0.00 W3 0.00 0.00 0.00 • W4 0.00 0.00 0.00 W5 0.00 0.00 0.00 W6 0.00 0.00 0.00 • W7 0.00 0.00 0.00 • W8 0.00 0.00 0.00 • W9 0.00 0.00 0.00 W10 0.00 0.00 0.00 • W11 0.00 0.00 0.00 W12 0.00 0.00 0.00 • W13 0.00 0.00 0.00 W14 0.00 0.00 0.00 W15 0.00 0.00 0.00 • W16 0.00 0.00 0.00 W17 0.00 0.00 0.00 • W18 0.00 0.00 0.00 W19 0.00 0.00 0.00 • W20 0.00 0.00 0.00 W21 0.00 0.00 0.00 • W22 0.00 0.00 0.00 W23 0.00 0.00 0.00 W24 0.00 0.00 0.00 • W25 0.00 0.00 0.00 W26 0.00 0.00 0.00 • W27 0.00 0.00 0.00 W28 0.00 0.00 0.00 • W29 0.00 0.00 0.00 W30 0.00 0.00 0.00 • W31 0.00 0.00 0.00 W32 0.00 0.00 0.00 W33 0.00 0.00 0.00 • W34 0.00 0.00 0.00 W35 0.00 0.00 0.00 • W36 0.00 0.00 0.00 W37 0.00 0.00 0.00 • W38 0.00 0.00 0.00 W39 0.00 0.00 0.00 • W40 0.00 0.00 0.00 W41 0.00 0.00 0.00 W42 0.00 0.00 0.00 • W43 0.00 0.00 0.00 W44 0.00 0.00 0.00 • W45 0.00 0.00 0.00 W46 0.00 0.00 0.00 • W47 0.00 0.00 0.00 W48 0.00 0.00 0.00 W49 0.00 0.00 0.00 • W50 0.00 0.00 0.00 W51 0.00 0.00 0.00 • W52 0.00 0.00 0.00 W53 0.00 0.00 0.00 • W54 0.00 0.00 0.00 W55 0.00 0.00 0.00 • W56 0.00 0.00 0.00 W57 0.00 0.00 0.00 W58 0.00 0.00 0.00 • • • Page9 • 50 W59 0.00 0.00 0.00 • W60 0.00 0.00 0.00 . W61 0.00 0.00 0.00 W62 0.00 0.00 0.00 W63 0.00 0.00 0.00 W64 0.00 0.00 0.00 • LC34 0.00 0.00 0.00 LC35 0.00 0.00 0.00 LC36 0.00 0.00 0.00 LC37 0.00 0.00 0.00 • LC38 0.00 0.00 0.00 LC39 0.00 0.00 0.00 • LC40 0.00 0.00 0.00 LC41 0.00 0.00 0.00 • LC42 0.00 0.00 0.00 LC43 0.00 0.00 0.00 LC44 0.00 0.00 0.00 • LC45 0.00 0.00 0.00 LC46 0.00 0.00 0.00 • LC47 0.00 0.00 0.00 LC48 0.00 0.00 0.00 • LC49 0.00 0.00 0.00 LC50 0.00 0.00 0.00 • LC51 0.00 0.00 0.00 LC52 0.00 0.00 0.00 LC53 0.00 0.00 0.00 • LC54 0.00 0.00 0.00 LC55 0.00 0.00 0.00 • LC56 0.00 0.00 0.00 LC57 0.00 0.00 0.00 • LC58 0.00 0.00 0.00 LC59 0.00 0.00 0.00 • LC60 0.00 0.00 0.00 LC61 0.00 0.00 0.00 LC62 0.00 0.00 0.00 • LC63 0.00 0.00 0.00 LC64 0.00 0.00 0.00 • LC65 0.00 0.00 0.00 LC66 0.00 0.00 0.00 • LC67 0.00 0.00 0.00 LC68 0.00 0.00 0.00 • LC69 0.00 0.00 0.00 LC70 0.00 0.00 0.00 LC71 0.00 0.00 0.00 • LC72 0.00 0.00 0.00 LC73 0.00 0.00 0.00 • LC74 0.00 0.00 0.00 LC75 0.00 0.00 0.00 • LC76 0.00 0.00 0.00 LC77 0.00 0.00 0.00 • LC78 0.00 0.00 0.00 LC79 0.00 0.00 0.00 LC80 0.00 0.00 0.00 • LC81 0.00 0.00 0.00 LC82 0.00 0.00 0.00 • LC83 0.00 0.00 0.00 LC84 0.00 0.00 0.00 • • • • • • • • Page11 • Radiation Hazard Analysis — 3.5 meter antenna A radiation hazard analysis was done for the 3.5 meter antenna, with 87 Watts of power applied at the flange, using the methodology from OET Bulletin 65. All areas where the radiation levels exceed 1 mW /cm2 are inaccessible to the general public. Since this antenna is equipped with uplink power control, the peak power value of 87 Watts at the flange is only reached for short periods of time during rain. The results of this analysis, which can also be seen in Exhibit B -1, show that the maximum permissible exposure limit (MPE) for protection of trained personnel of 5 mW /cm2 is met in the near field, transition region, far field and in the region between the reflector and the ground. However, as is typical for all satellite antennas, the value of 5 mW /cm2 is exceeded in the volume of space between the feed horn and the reflector. In order to prevent exposure to radiation levels in excess of the MPE, technical personnel are trained not to perform maintenance in front of an antenna without having verified that the transmitter has been disabled. Eibft B-1 Hughes Network Systems License Sub, LLC New License Application ANDREW ES35SRTMl l 1 f.LU A w �_,9 RADIATION CALCULATIONS FOR 3.50 meter EARTH STATION DCO r of vAli f "l lONtZif Nomenclature Formula Value Unit INPUT PARAMETERS M = Antenna Aperture Major Axis 3.50 meters m = Antenna Aperture Minor Axis 3.50 meters d = Diameter of Feed Mouth 0.031 meters f = frequency 29.75 GHz P = Max Power into Antenna 87.0 Watts n = Aperture Effeciency 65% k = Wavelength @ 29.75 GHz 0.0101 meters CALCULATED VALUES A = Area of Reflector PlxMxm /4 9.621 meters "2 I = Length of Near Field M "214k 304 meters L = Beginning of Far Field 0.6M "2 /k 729 meters G = Antenna Gain @ 29.75 GHz n(4xPIxA)I102 773,894 (58.9) dBi a = Area of Feed Mouth PI *d "2/4 0.0008 metersA2 POWER DENSITY CALCULATIONS Maximum Power Density in Region Region Hazard Assessment Formula Value (mW /cm "2 (FCC MPE Limit =1 mW /cm ^2) 1 Near Field 4nP /A 2.35 > FCC MPE Limit (See Exhibit A) 2 Far Field GP /(4(PI)L ^2) 1.01 > FCC MPE Limit (See Exhibit A) 3 Transition <= Nr Fld Region 2.35 > FCC MPE Limit (See Exhibit A) 4 Near Reflector Surface 4P /A 3.62 > FCC MPE Limit (See Exhibit A) 5 Between Reflector & Ground P/A 0.90 < FCC MPE Limit 6 Between Reflector and Feed 4P /a 46106.9 > FCC MPE Limit (See Exhibit A) 12101 TUKWILA INTERNATIONAL BLVD TUKWILA, WA s T VAP NO SCALE BOEING ACCE Z\i NO SCALE \ITY VA P CITY OF TUKWILA FEB 2 71009 Department of Community Developme�M�NrrY WIRELESS TELE- 6300 Southcenter Boulevard, Tukwila!Lft4,448r COMMUNICATION Telephone: (206) 431 -3670 FAX (206) 431 -3665 E -mail: tukplan @ci.tukwila.wa.us FACILITIES NAME OF PROJECT/DEVELOPMENT: .D ■(, J I-Jq L l oC r - 1,)TC A p re BEST e Inc., C LOCATION OF PROJECT/DEVELOPMENT: Give street address or, if vacant, indicate lot(s), block and subdivision, access street, and nearest intersection. 121ot - roko iLA 1 k T L. &w1 X4110 LH.ti-G , L») 587() is LIST ALL TAX LOT NUMBERS (this information may be found on your tax statement). Oci2.304190c1 DEVELOPMENT COORDINATOR : The individual who: • has decision making authority on behalf of the owner /applicant in meetings with City staff, • has full responsibility for identifying and satisfying all relevant and sometimes overlapping development standards, and • is the primary contact with the City, to whom all notices and reports will be sent. Name: Shawn Hammer Address: 12101 Tukwila Int. Blvd. Phone: 206 - 838 -1630 ext. 2032 E -mail: hammersd @forest.net Signature: FAX: 206 - 838 -3749 Date: 2/24/09 Macintosh HP.Users:nammen;d:Ubrary: Mail Downloads:Wireless Communication Facility- JAN09 -1.doc APPLICATION FOR STAFF USE ONLY Permits Plus Type P -WCF Planner: File Number: L O i _ Doi Application Complete (Date: ) Project File Number: Application Incomplete (Date: ) Other File Numbers: NAME OF PROJECT/DEVELOPMENT: .D ■(, J I-Jq L l oC r - 1,)TC A p re BEST e Inc., C LOCATION OF PROJECT/DEVELOPMENT: Give street address or, if vacant, indicate lot(s), block and subdivision, access street, and nearest intersection. 121ot - roko iLA 1 k T L. &w1 X4110 LH.ti-G , L») 587() is LIST ALL TAX LOT NUMBERS (this information may be found on your tax statement). Oci2.304190c1 DEVELOPMENT COORDINATOR : The individual who: • has decision making authority on behalf of the owner /applicant in meetings with City staff, • has full responsibility for identifying and satisfying all relevant and sometimes overlapping development standards, and • is the primary contact with the City, to whom all notices and reports will be sent. Name: Shawn Hammer Address: 12101 Tukwila Int. Blvd. Phone: 206 - 838 -1630 ext. 2032 E -mail: hammersd @forest.net Signature: FAX: 206 - 838 -3749 Date: 2/24/09 Macintosh HP.Users:nammen;d:Ubrary: Mail Downloads:Wireless Communication Facility- JAN09 -1.doc STATE OF WASHINGTON CITY OF TUKWILA Department of Community Development 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431 -3670 FAX (206) 431 -3665 E- mail: tukplan(a4ci.tukwila.wa.us AFFIDAVIT OF OWNERSHIP AND HOLD HARMLESS PERMISSION TO ENTER PROPERTY EB 2 7 2009 COMM U ' 3FY DEVELOP r4 - 3T ss COUNTY OF KING The undersigned being duly sworn and upon oath states as follows: 1. I am the current owner of the property which is the subject of this application. 2. All statements contained in the applications have been prepared by me or my agents and are true and correct to the best of my knowledge. 3. The application is being submitted with my knowledge and consent. 4. Owner grants the City, its employees, agents, engineers, contractors or other representatives the right to enter upon Owner's real property, located at % I0I r# 741/L,1. /r✓7 iW,70,/O 47/ g99% for the purpose of application review, for the limited time necessary to complete that purpose. 5. Owner agrees to hold the City harmless for any loss or damage to persons or property occurring on the private property during the City's entry upon the property, unless the loss or damage is the result of the sole negligence of the City. 6. Non - responsiveness to a City information request for ninety (90) or more days, shall be cause to cancel the application(s) without refund of fees. EXECUTED at (city), (state), on , 20 fir /' - 4)q s-ta..^„„) (Print Name) l (Address) c7,4 .2O0 �1 17 (Phone Number) (Signature) On this day personally appeared before me NI � ` ueiv to me known to be the individual who executed the foregoing instrument and acknowledged that purposes mentioned therein. `��‘u.\wFl I l l ll, f SUBSCRIBE � iT� BEFORE Id E ON H S As DA n ' :. 41' 1 111 o ARy 1.a i 4111, _- �'so _. - % z ditb�IJ �� d .�/ /�,a, .LI 4 , A �.0 �O � i ARY PUBLIC in and for the tate of Washington i '��`'�a� 7-0S- 0°'_` !0 // �q lllh%t%∎a∎••'` ��.' signed the same as er voluntary act and deed for the uses and ,20 residing at SKO My Commission expires on C: \Uo4' unu•nls anti fillings \ Sarah \I\ Local Sottings \Ten votary Intarnol Files Conten Lllotlonk \J7JIri1P2} \ Wireless Communication Facility- JANtr4lo. DESIGN CRITERIA CODE INIMATENAL MING CCCE - 2006 EOM./ ASCE 7 - 2005 MON ROOF _25 PSF SNOW BASIC NOG SPEED -90 MPH. OPOSURE C ROTATIONAL MUNK AT DESIGN IRM (1.8 ARC MN) DEFIECOMI CRITERIA ASSUMED BY OVER AND EXCEEDS CODE MINIUM REQUIEMS SET9C MAPPED SPECTRAL ACCELERATION. 54 1.501 MAPPED SPECTRAL ACCELERATER SI 0.777 SOL SITE CLA/c 0 - GENERAL CONDITIONS 1. THE CONTRACTOR MALL MERE TIE S1RUC1URAL DRAIINGS AND SHALL NOTIFY THE STRUCTURAL ENGNEER PI DIMING OF ANY owcwEPANCIES FOUND BEFORE PROCEEDIC WIN THE wow THE CONTRACTOR SHALL VEINY ALL DUD/9MS, [CERAMIC AND SITE COMMONS BEFORE STARTING NOW 2. ALL CWSDONS CR CO4FUC1S BEIVEDI THE VARIOUS ELEMENTS (F DE WRING DRANDIGS SHAU. BE BROUGHT TO THE ATTENTION OF THE ARCHITECT ARE THE STRUCTIRAL MOWER BEFORE PROCEEDING NWI ANY IIERK SO INVOLVED. I SFECIM NOTES AND DETAILS SHALL TNT PRECEDENCE OVER GDIERAL NOTES AND mou. DETAIL WERE THE NOTES. DRAIN/GS. ANWOR SPECIFICATIONS DEFER. DE MORE STRINGENT RECORD/134T sruir APPLY. 4. F A SPECIFIC DETAIL IS NOT SHOW FOR ANY PART OF TIE 106( THE CONSTRUCTION 9I411 BE DE SAME AS FOR SIMILAR IICRIL 5. BORING DOIDISIMIS SHALL NOT BE SCALED FROM PLANS, SECTIONS, OR DUALS DI TIE GRAMM. 6. THE CONTRACTOR MALL IMIEDIATELY NOTIFY THE ARCHITECT MO THE STRUCTURAL DIGINEER OF ANY CON/RION THAT 94 HIS 01300011, MGR ENDANGER DE STAMM OF DE STRUCTURE OR CAUSE DISTRESS TO THE STRUCTURE 7. THE CONTRACTOR SHALL SUPERVISE AND DIRECT MS NM AM) HE SHALL BE SCILLY RESPLASBLE FDR CCM-TRUMP! MEANS, MEMODS, TEDPOQUES, SEQUENCES AND PROCIANES PROVIDE ADEQUATE SHOW AND BRACING OF ALL. STRUCTURAL moos DURING CONSTRUCTIML HONEY ENGINEER OF ALL FIELD CHANGES PRIOR TO INSTALLATION. RUTH TO THE ARCHITECTURAL °RATINGS FOR 'FERRARO! NOT come BY THESE GENERAL NOTES OR DE STRUCTURAL DRAIIINGS. 9. ALL COfEIRUCDON SHALL BE DONE ITN MATERIALS, IETHODS AND 11060lAtEHIP ACCEPTED AS GOCO PRACTICE BY DE CONSTRUCTION ATIUSTRY AND 84 COECIRMANCE NTH DE FROVISONS OF THE BC AID STANDARDS REFERENCED MODER 10. Pra DUCTS SIEVES OPENINGS, POCM19. 04ASES BLOCK-OUTS ETC., TRAIL NOT BE PLACED IN SLABS FORIDATIONS, ETC. NCR SHALL ANY STRUCTURAL MEMBER BE DUFFER SUCH ITEMS. MUSS SPECIFICALLY DETAILED CR THESE STRUCTURAL CRAVINGS. • 11. ALTERNATE Ass:mum AND MATERIALS WILL BE CCKSIDERED FOR REVIEW ENGINEER MAY REQUEST PARENT FOR RENEW DD STRUCTURAL AND MISCELLANEOUS STEEL FABRICATIMI AND ERECTION Cr STEEL MALL BE N ACCORIMPRX NTH 7/E FOLLOW AMERICAN NSTITUTE OF STEEL CCRSTRUL11074 (A/SC) STANDARDS AND SFECFEABOND 1. MANUAL OF STEEL CONS/MICR 13TH EDMON (ALLOWABIE STRESS DESIGI0 2. CODE OF F STANDARD PRACTICE FOR sita ammo AND BReas, LATEST anaN I SPEOFICATEN FOR STRUCTURAL ..CINTS USING ASIA A325 OR A490 Boos STEEL MALL CONFORM TO DE FCU.ONVIG STANDARDS: NIDE FIANCE COMM/BEAMS: ASTI 992 (Fy = 50 ND) STEEL PPE SCHEDULE 80, CONFORMING TD ASIM A53, ME EXTRA-STRONG, GRADE B (Ey 35 6) BITS ASV A325 OR A490 MEET/MED. AND SIEEL/CCNC MOM ALL ASIA A325 oars SHALL BE 94UG-TIDIT u.ka ALL SIP CRMCAL CONNECITM6 SHALL BE ASIA *325801.15 MID SHALL BE ENGINEER-APPRON3), SELF-LOAD NDICATING 111E5 AND %All BE INSTALLED IN STRICT ACCORDANCE INTH MANUFACTURER'S REOMENDADONS ALL NELLING DULL CONFORM TO DE ANS CODES, AIM SHALL BE BY GRIEF EIDERS WELDS NOT SPECIFIED SHALL BE I/4 CONIMOUS MET maw USE CRY E70 ELECTRODES. JOBSITE SAFETY THE ENGINEER AND/OR ARCNTECT HAW NOT BEEN RETAKE' OR CONFENSATED TO MOWL DESIGN MM/OR CONSTRUCTER RENEW BERMES RUDD TO DE CONTRACTORS SAFETY PRECAUTIONS CR TO MEANS, METHODS, TECMOUES, DDUENCES OR PROCEDURES FOR THE CCWIRACTOR TO PERFORN HIS Mk DE MVERTMONG OF os000c DIE NSITS BY DE DOWER SHALL NOT BE CONSTRUED AS SUPERMEN OF ACTUAL CMISTRUCIMV NCR RAKE HAI REWINSIBIE FOR PROS10040 A SAFE PLACE FOR THE PER-FGRMANCE OF IORK BY DIE CONTRACTOR SUBCONTRACTORS, SUPPLIERS CR TIER? EMITOTEES, CR FIR ACCBS. MIS, USE, MK, TRAM, CR OCCUPANCY BY ANY POECN. SHOP DRAWINGS S180/ TAO BETS OF PRINTS AND GE SET OF REPRODUCIBILS FCM REIEW mace TO FABRICATION PER THE FOLLONDIG • • • ALL S1EEL SHALL BE TREATED TO DESIST CORR0901, NETHER BY GALVANIZATION CR BY An-CORROSION PAINTS. STRUCTURAL STEEL WELDING I. CLIff061 TO THE AM CODES 01.1 AM) 01.3, AND USE ONLY CERTIFIED IIELDERS. ODDS NOT SPECIFIED ARE TO BE ye MITINUOUS FILLET MAIL INCREASE ROD SIZE TO AIM MIMI SIZES, BASED ON PLATE THICIOESS. USE MY E70 ELECTRODES 2. MERE SPEOFED CR DRAINGS, PROVIDE NON-LIESTRUCTIVE TESTING Cr REDS. 41190(061W NODS ARE TO BE TESTED 150% OTHER BY ULTRASONC TESTING OR RADIO 1. STRUCTURAL STEEL -2. MISCELLANEOUS STEEL I METAL ROOF DECK ' SPECIAL INSPECTIONS SATISFACTION CF DE GOVENING BURLING DEPARTMENT. I DE SFECIAL INSPECTOR MAU BE RESPOPEELE FDR COMFTERNG MAJNTMLNG AND RESUBMMING ALL SPECIAL INSPECTICN LOGS AND FORM AS REQUIRED BY THE BUILDNG DEPARTMDIT. All LCGS AND REPORTS ARE ET BE COMPLETED MIN CNC NEDC Cr 1. THE SPEUAL INSPECTOR FOR ALL NORK CURBED PI THE INTERNATICNAL BUILDING CODE SECTION 1704 SHALL BE A QUALIFIED FERSEN 11110 DULL DEMONSTRATE HIS COMPETENCE TO THE SATISFACTION Cr DE BIALDNG OFFICIAL FOR INSPECTICN CF DE PARDCIAAR TIM OF CONSTRICTION OR CPERADCW REOUIRSVG SPECIAL INSFECTION AND SHAU. M CHARGED WIN DE DUTIES NM • RESPOASSLITES AS OUTLINED IN BC 1704. 2 THE CANER, CONTRACTOR SPECIAL 9I90ECTCR OR INVECTION AGENCY AND PROJECT DIMMER AND/CR ARCHITECT SHALL CONFIDE DE SPECIAL NSPECEM AND TESTING AGREEMENT TO THE NSPECTIONS PERR3Z163). Dag 111845 • PLATE 'ME A2 AT I6/53 mariou SWNG-\ RADIUS IS away BY RAILING AND LADDERS, REFER TO SHEET S4 --: 1 3'-0* 3.-r PLATE TIE A2 AT 16/S3 , EXIST 8I845 I • ' I 02.1AINS AT RAMC PLATFORM' SHALL CENTER OVER DE ROOF .12S75 AS 9401111, REFER TO I DETAILS S6, OP. I FULL ANTENNA SWIM RADIUS IS ROILED BY RMIAMI AND .LADDERS 186TH-TO SHEET S4 • • . _ • ) 15.-1r I F-0. 3.-r PLATE TYPE A2 ATII6/S3 81845 • • - I; • • • ,' I • • COWING AT WORK PLATFIRM SNAIL' CENTER CAER THE ROOF JUSTS AS 91090, LEPER TO • • DETAIL SA,' UP • PLATE DIE Al AT 16/S3 • D3ST-1117.4x55 I PLATE FIFE' A2 AT46/S31/ - LIARLDoarAriscREEk-wermotirrancpq? - • - SEEYS-RECLESTAMBE ADDED-AT-K-LOGADCN AS TOLIERMINED/BYISABEY.PERIPIANS AND ' yams 604 (3151040 SZREN WALLS I • 7 k. • I H • PARTIAL PLAN VIEW OF FRAME LOCATION Al41301A FRAME LOCATION SCALE 3/16. = INTERGATE WEST BUILDING C ROOF PLAN SCALE 06' ABBREVIATIONS: . AB ANCHOR &IT ALT ALTERNATE APPROX APPROXIMATE EMI BOTTOM DOT BOTTOM ERG. BEARING ERN BL1111:81 OR CLEAR 01 COWAN COM CONCRETE CLAN =VECTOR • MET CONSTRUCTER CONE CORINJOUS CORR CONTRACTOR CIR CENTER DET DETAIL PA • DIAMETER DAG MAMMAL . 01126011 71. LEAD LOAD EA E40( EF • EACH FACE EIEV. aEVATICN - Ea EQUAL EOUP • EMINENT ES ' EACH SEE LW • MI WAY • DIST • DOSING 69091 FLOOR • 'FG FINISH GRADE • •ILER FLUSH FRAME • FLO FLANGE FT FOOT • FOONG FS FAR SIDE CA GAUGE GAD' GALVAMZED ER CRAM TEG HOT DPPED GILVANDED H HORIZONTAL HT ICOR F MIX FACE II NOI IT .10111 IL USE LOAD LOC =ABM LT UWE MAX -MAAR IE0f 111331ANICAL Iffi IUNUFACTIRER MINIUM I6C IISCOLAPEOUS 103 RARER NS TEAR SVE NIS NOT TO SCALE OC LIN CENTER Di OPPOSE HAND CMG CFE/R4G OF OUTSIE FACE P06 POUNDS PER a= FOOT P7 PIKS PER SQUARE FOOT PSI POUNDS PER SQUARE 8401 R RAMS REF REFERENCE REIF REINFORCING REQD REQUIRED S SLOPE SCIR SOMME SEC SEMEN 7 SQUARE FOOT gF STRUCTURAL FOISH FLOOR SILT MIT SR MAAR SPGS SPACES SPEC 90150IC4D01E SID STANDARD SR STEEL STRUCT STRUCTURAL T TOP DR DICK MC TOP OF CCNCRETE TX 1040651(0. TOW TOP CF WAIL TS TUBE STEEL • nricAL UND MESS NOTE OTHERNEE VERT EMIL ✓ WM MS ADDED WADED STUD WT 11130ff Mr MAD ME FABRIC SHEET INDEX Si. GENERAL -NOTES S2 FRAME PLAN AND SECTIONS S3. FRAME DETAILS S4. LADDER AND RAILING DETAILS S5. GLOBAL ELEVATIONS S6. WORK PLATFORM DETAILS FEB 2009 ' DECNIJI POGGEMEYER DESIGN GROUP 512 Sixth St-.e S. Wt. 202 Partland. Nostanvon 01:1033 2 H 8 I Noun ocn:scR U, RoTol (1) z z LU I- w w cc _J uJ . ' ' (i) _J • -uJ LJJ. 0 LLI • < C) 1;2 OH-- QZLJ - • ..C/) cf) - ZOCN I- -1 CD < CD co JOB NUMBER 7094-A DESIGNED BY BSF DRAWN BY 8SF CHECKED BY R08 DATE 12 NOV 2008 • SA I I POGGEMEYER DESIGN GROUP - - YULCRAFT 1.5 0 18 REND SHED. ROOF DECK (18 GA.), 5/8- PUDDLE MEWS, 7/36 FASTENER LAYOUT 512 5151, Stmt S. 5018* 202 meow. Wasn0gton 98033 4 M1)Ri( PLATFORM FRANC, P68 NIT S6, SMALL BE C0181EGTED A53 OR B TO ANTENNA FRAME BY BOLT PIPE 416, TN' CONNECTION ONLY REF. 56 • Q 3/4524.'22 -0. y TOP Alm B1M AT ANIMA BASE WC. PER DEAL . SECTION A .. t5/S3 O �.. o ANTENNA SUPPORT FRAME WEST ELEVATION ANTENNA SUPPORT FRAME WEST ELEVATION S (FAST QEVAIIW SAAR) SCALE 3/4' . VULCRAFT 1.5 8 18 IMBED Slf L ROOF DECK (18 GA.) PLATE TYPE E1 PER DETAIL - 1� 17/S3 TOP AND B1M AT - -- - --- - _ lkib, P& TO Mf COWL 1YP. 1 - -, J - - - -- PERPEKNCU AR 2 ANTENNA SUPPORT FRAME TRANSVERSE SECTIONS 8 a 8 a 0 EgIa 0.11 ge wre iSeS IggEk go sgs miffs! WWI OCTOBER 24, 20101 ANTENNA SUPPORT FRAME_ LENGTHWISE SECTION PLAN AND SECTIONS ANTENNA SUPPORT FRAME PLAN VIEW ANTENNA .SUPPORT FRAME NORTH ELEVATION FEB 27 200s■ COMMUNITY MELOE4 N :1E11T 0B NUMBER 7094 -A DESIGNED BY BSF 091951 BY BSF CHECKED BY RDB 018E 12 NOV 2008 SHEET *9BE0 S2 Or S6 1 rF PER PLAN 3/16 REFER TO PLATE TYPE El DETAL 17/53, CM. PER 2/53 REFER TO PLATE TYPE El DETAIL 17/S3, CONN PER 2/53 • I -IIF PER PLAN . 1/4• REFER 10 PLATE TYPE D1 DETAIL 17/S3 AT . SHEAR TAB WF TO WF CONN. DETAIL SCALE 1 1/2' = 1' -0' PIE El AT RP NEW TO IF PER PER DETAIL 2/S3 . - SHEAR PLATE ME DI PER 17/53, RED PER DETAIL 1/S3 IT TYPE BI PER 17/S3 4 • 114 W PER PLAN REFER TO PLATE TYPE El DETAIL 17/S3 IF PER PLAN TRANSVERSE . W PER PLAN Q 1/4" SHEAR TABS AT WF TO WF CONN. DETAIL SCALE 1 1/2' = r -o• PLATE TYPE El AT TOP PER DETAILS 17/53 AND • 2/53 1/4 PLATE TYPE B1 PER 17/$3 SHOW BEYOND CORNER CONN. TO COL. 14 • NF: PER PLAN 14 3012 lir 1 4 3012 4 1/4•x12 7/8•x5' -2•, PATE AT TORQUE TUBE LOG • BOTH 9DES 1/4 3012 TORQUE TUBE DETAIL SCALE .1 1/2" = COL PER PLAN (2) 3/464 BOLTS.\ 16 (2) 3/4'I. BOLOS BASE PUTS Al ORA2 PER 5/S2. AND 17/S3 TD 3/411 OSING WBW4 SCALE -1 1/2' = 1' -0• - FIA9NG AND WAIERPROFING NOT BY POGG7:I EIER • . . DST IRWTOPPED METAL ROOF DECK • PATE PER 5/52 AND 17/53 DIST NF MEMBER N ROOF' COL. CONN. TO EXISTING FRAMING _. S3 SCALE 1 1/2' = 1'-0• W PER PLAN: UNDERSIDE PATE TO III i'3/4•x7xO' -10 1/' COL PPE BM ELATE 7/8'/ BOLT HOLE 1/4' • Jig I 3 1/2' 3 1/2' • 1/4 COPE CANHE. LTD x4 'x0' -if 7/16' (ROSS BRACES -� "1 • .4, ii POND IA I CROSS BRACE - PER .PLAN • PER PUN SHEAR TAB TO FLANGES TOP &8 - 1/4' 1YP. Y BRACE PER PLAN vta q.1/4•x2•x0' -6•, AT TOP AND 81W 1/4 1/4' • mai1/4 "I • 2' IN —PLANE CROSS BRACE - SCALE 1 1/2' = , -0• 1/4' I 1/4'x2x0' -6', AT TOP AND 8164 1/4' LONG W PER PLAN 3 3/8' t PLATE Fl 17/S3, SHEAR TAB, CENTERED IN —PLANE CROSS BRACE 3/4'x6•xO' -10 1/2' CL PIPE BILI PLATE I 1/2' ,1/4' 3 3/4' 7/8'I. BOLT 3 3/4' .DOE 1 1/2' 807E USED ONLY AT GRID 8 BETON GRIDS 5-6 AND 7 -8 7/8'0 BOL BASAL 1/2' 3 6 ► 2 1/2' 21/2'. . 2 1/2' SCALE 1 1/2' = 1/2' CHAMFER AT • • DEPOSED CORNERS I I 1 I/64 3 3/4' . NIL r/2' 1/2" . d07E_ USED ALL ALONG GRID A AND -ALONG GRID 8 BETWEEN GRIDS 6-7 7/8.0 BOLT HOLE 3 BA]EAZ MUM 2 1/2' 37 2' 2 /2' BALM 3 . 2 5/16' 511/16' 4' 4' 5 11/16' 2 5/16' 2 5/16' 5 11/16• Q 3/4'x24•x2' -0' PTE AT RIP AND 8764, AT ANTENNA BAS: COOL .3/4' CAIIFER IRIS PLATE. TYP 5.11/16' It 3/4'x24•x2' -0• PLATE AT TOP NO . 'SHEAR PLATE rIPE DI 871/, AT ANTENNA NTID TO • MF PER DETAIL 2 5/16' BASE COIN. 1/53 ANTENNA BASE ANCHOR BOLTS NOT. BY POCx ME1ER DE9ON GROUP: A325 OR A490 1'0 BOLTS TO ANTENNA BASE BEGDI DELD 1/2" FROM EDGE OF PLATE PLATE F2 17/53, BACK SILL OF CHANNEL M., CEIIFTCED (2) 1/2'0 BMW EA., AT PLATES Fl AND F2 1/4' BEGN NED CF PA1E WIYP. GE 3/4 "x24'x2' -0' PATE AT TOP AND BM, AT ANIMA BASE CONK. BEGH NEW 1/64 FROM EDGE OF PLATE PLATE TYPE D1 %OWL- - PER 17/53 MID PER 1/S3 ANTENNA BASE CONNECTION DETAIL L4x.x1/4 CROSS BRAE SCALE T 1/2' = r -0• t - 3/8'6 1/64x0' -8 1/4', - COL PIFE TOP PLATE I I I I I I I I HEW FROI ABOVE - MEW FROM - MEW FR064 SIDE PERPE�ICIALR SIDE 3/6' DUMBER, 3/8'� 3/8' 1 1/2' - ' 1/2' 3/Er 5 3/8• I 21/2' . 1.1/2' - I l�._. 'BAEL yr t 1 /4•,64x0' -5 3/8' 7/1610 BELT _ t 1/43 3 1/2' .. 2 1/2• HOES EA PLATE 1/64x0' -5 3/B' ULM BAIA BA11`Q STEEL PLATE DETAILS 3/16' • 1 0 REFER TO PLATE CI 1/4 I PLATE TO PIPE COWL COL PIM PLAN, 5/52. /4"1130L7 1/4" L4x3x1/4 CROSS BRACE . COW BOTH ENDS • ELATE TYPE CI 17/S3 • 3/4'0 BOLT Q 1/4'x5 3/8•x0' -11 7/16•, DEWS TO IF PER CON. DETAILS ' 10FFPER 1/S3 AND 2/53 S3 SCALE 3/4• = 1' -0' CROSS BRACE BEYOND. COL PER 5/S2 BASE PLATE PER 16/53 1/2. OIIWEf PARTIAL NORTH ELEVAIERI BAS: PLATE PER 16/53 PLATE TYPE El AT RP TO-NF. PER 17/53 AND 2/53 - PARTIA RAN PARTIAL REST ELM/ANON COLUMN CONNECTION DETAILS SCALE 1 1/r= 1' -0" FEB 2 7 2009 C7KiixUtuT: - 02: cLCFlaEtdT POGGEMEYER DESIGN GROUP 912' Sixth Stn. S. Sun. 202 0==0• MUN,i,gtm 90033 n a 2 a tgAa 111 at ge 4111 gilff ggPi 0 pews DPI= (crow 24, 2nI0l FRAME CONNECTION DETAILS JOB NUMBER 7094 -A DE BSF SCNED DRAM BY BSF CHECKED BY RDB DATE 12 NOV 2008 SHEET DUBBER S3 a S6 i 3/8•x2•dDIGTH AT SIDE RAILS e 3/8•x2•x1' -2" MACE. (2) r -r 1 -e3� AT SIDE RAILS 7-0• .GEAR LOG dor��_' r • 1/2•/ BOLT AT ��!! OP fIIF� , ( TOTAL ss� RAiFTIRY u LO Ohm A IQ FRAME PER RAN S2 7 3/4: AT L14x38 .�pPpt7T BUT CR r AT CHUMS (4) LOC '1 TIP. COWL O � � f.' �1 4 � RUNG e 3/8•xrr, rf STRUT. • e 3/B•xrxr (4) LaG_ FA CONK. RATE AT WF � 16 LA000 LOC. (4) TOTAL RUNG AT it e BRACE RUC. (2) SF 14 SIDE MOW OF ANTD81A FRAME. PER PLAN TIP OF Mf FLATTERY ' MUM, 91PPORT S1RIIT Lamacka LADDER DETAIL O.C.. TIP, MR 12. FROM TOP OF ROOF ELEYAILDI ALL OTHER NOTES PER TTPICAL DETAIL UPPER PLATFORM LVL :-LPPER PLATFORM k C- SECTION. SEE SE TLP'OF WF PLATFORM L?& 4. -Vf AT ANIEHNA . FRAME LEVU., REFER TO 56 FIELD VERIFY LENGTH, . VARIES AT IF (11601 MS SORER 11• PER PLAN) UPPER (WORK) RAT1"BBI� FRAME PER SHEET Z. RALAVG PER 9REET 3/S4. 4/24, 5/54 AND 8/S4 • 4= 0 ELEVATION AT RAILING NORTH ELEVATION .SCALE 1/2 = 1' -0• RACING AT LPPER (WORK • : RAWOR M PER DETAILS 3/54, . 4/54, 5/S4 AND LOC PER 8/54 SCALE 3/4• = 1•-07 6' rr, P6PIPE (S0® 40) AT UPPER (CORK) RA U ON RABIC BASE PLATE /1 PLATFORM RALJ LOG PER 8/54 UPPER (WORK) IG PER 2/54, T7. LAMER AT UPPER (WORD MAKIN AND. OWt PER DETAIL 1/54. LOC PER 8/54 LADCER AT LPPDt . (IERIQ RATFORI MD CORN. PER • DETAL 1/S4, WE PER 8/54 'o 0 ELEVATION AT RAILING SCALE i /2. = BEAM MD BRACE AT EACH END, ID 8/59 e P SUPPORT BEAM. TOP OF IF FLUSH YIN TOP OF OF AT ANIMA FRAME • . BEYOND ELEVA TiON A T RAILING SOUTH ELEVATION SCALE 1/2.= 1'-0' RAZING AT UPPER ( -r'• ', PLATFORM PER DETAILS 3/54, 4/54, 5/54 AND LOG PER 8/54 - re E- ( D 4O) MEAL AT BAR. 8/54 0 AT UPPER PLATFORM AND PER DETAIL 1/54, LOG PER 8/54 nr LADDER AT UPPER (WORK) PLATFORM AND j COWL POE DETAIL 1/54. I' -_ 1I LDG'PER 6/54. ( T UPPER I....T) PLATFORM 1 1/4 1• 1 (4) 5/6•I BOLT NOM (4) 1/2• A325 BOLTS TIP. e 3/8•x4•e-6 1/2• RAILING BASE RATE 6 1/r 11/4• 0 1/4. 21, PPE (501ED 40) mot AT RAILING 1 1/4 7 1/2• ■Of 1 14 PUT 1 1/4 Y r 2 • ME (50O 40) RACAL AT RACING 1/4• • • BASE PLATE AT UPPER 1 1/4• (2) 5/811 BOLT NOIES: (2) 1/r A325 BOLTS TIP. RAIL BASE PLATE DETAILS SCALE 1 1/2 = 1' -0• 1.-0• 4•-0• 1'-D• 3•-0• • . /51ING RADIUS CF ANTENNA (14' -6. PALI LAMERRS AND RAZING PR'OIBIT TIE ANIMA FROM ROTATION WEN ANIMA NEST ELEVATION - SCALE i/r = i" -0• ANGLE 1s LOW ELEVATION AT RA LING LI r e ELEVATION A T RAILING - SCALE .1 /r = 1' -0• i `1l ,.gIlEOI�+ 00X=81 '�tltl'_Lta' _f 44 pIf a-0— - ACCESS LADDER PER DETAIL 1/S4 .4 s�e� AEU SS LADDER 1 \L. 0 a ACCESS LADDER AT 1 CIS _ o'�e:v L . ZIPPER (WORK) PLATFORM PER 1/54 . 0 LADDER AND RAILING PLAN SCALE 3/4• = 1• -0• 'FEB 2 7 000&AUwm OEVELOPa6c:.T POGGEMEYER DESIGN GROUP 512 MVO Str.M S. SWt. 202 Kwaa..r.n:gto. 1)0033 . rI 423227.905 B amm4m a 2 W a O ems 0C1aHR 24. 2010 1 LADDER AND RAILING DETAILS Cn J w O Q I-d I— ix CD OF-- Z LIJ a_F- Qwo_ z0LN Z z _1 Q < 1)D 3o. o-J JOB •0 =BEE 7094 —A DE9O4ED BY BSF DRAMS BY BSF COXED BY RDB DA1E 12 NOV 2008- SHEET Bw(BEB S4 OC SL1 i P:`.Curren: r'rcjecta'.'fn4-1 Digital rorest UPS InslcllotlmANEN An:enno Project IT MIN MI ■ 1.1.1111111k I:,: N A z 0 0 oEo CO m 0 t GLOBAL ELEVATIONS. ANTENNA SUPPORT FRAME DIGITAL FOREST, INTERGATE WEST BUILDING C (12101,. STE. 410), ROOF LEVEL DATE BY 12 DEC 08 02 FEB 09 CLIENT WORK PLATFORM REVISIONS WENT WORK PLATFORM REVISIONS ANY IISdBIATION OR DATA ON THIS ORATING IS NOT RIMMED TO BE SUITABLE FOR REUSE BY ANY POISON, FRIA CORPORAUON, CR ANY OT CRS ON EXTENSOR OF DO PROJECT OR FOR ANY USE ON ANY OTHER PROECT. NIP REUSE NITNOUT WRITTEN YFAEICAUII AND ADAPTATION BY THE ENGINEER FOR THE SPECIFIC PURPOSE INIENBED RILL BE AT THE USER'S SOLE IRS! AND NTTHWT UABOITY OR LEON. EXPOSURE TO THE ENOIEER. i (2) 1/20 A325 BOLTS, ANGLE TO CHANNEL SECT. COL PER PLAN 7/S6 ANGLE COWL PER DETAIL 5/S6 2 1/4' f 3/4' (2) 1/3.0 A325 ANGLE COW sous. mar TO L1/444' BY CHANNEL SECT ddi O -5 1/4' LENGTH. 5/FrO BOLT HOLES FOR 1/211 A325 1301.1S, DP. NOT CONN C SECT AT MORK PLATFORM FRAME • 13/6' • 2 f/Y 1 3/8' RF AT MURK PLATFORM FRAME • RF AT ANTENNA FRAME PER PUN 5/S2 COMM SHORN BEYOND A53 at B PIPE 3 1/21I, 7W 3•-0' TO OF•UPPER (MIRK) PLATFORM SUPPORT CGL. CONN. PLAN VIEW . • BRACE AT ENDS ONLY SCALE: 1 1/2' = 1,-0" C SECT. ATMORK. PLATFORM FRAME (2) 1/210 A325 BOLTS, ANGLE TO LW SECT CROSS - SECTION DETAIL SCALE 1 I/2'.= 1•-0' DEPENDS ON 1 1/2 CHANNEL AT LEG OF ANGLE A36 ANGLE -- MORK PLATFORM 1 3/6' 1 3/6' 5/80 BOLT ' .. HOES RR 1/20 • A325 STS TIP. (2) 1/2,• A325 BOLTS, ANGLE, 10 - . CHAFDEL SECT.' ANGELCOWL PER DEVIL 5/56 . SUPPORT BRACE CONN. PLAN VIEW SCALE • 1 1/2" = 1-O 1 1/4' C SECT. AT MURK PLATFORM FRAME (2) 1/210 A325 BOLTS ANGLE TO MF SECT. SECT. AS RECD PATE TYPE C2 DETAIL 17/S3 WORK PLATFORM CONN. PLAN VIEW SCALE: 1 1/2' = 1•-0' ENAMEL AT UPPER (MORIQ PLATFORM PER 7/S6 1/4�Y 1� 1/4' 1/4' BASE RATE TYPE A2 PER DETAIL 16/S3 UPPER (m8() PLATFORM SUPPORT COL: A53 aR B YXS PIPE OW.) BE at TS AT ANTENNA FRAME PER 5/52 al S I PGIT BEAM PER 6/56 SLED. (AT NOT WORK PLATFORM SUPPORT COL. ANTENNA SUPPORT FRAME WEST ELEVATION SCALE 1 1/2' =T -O'-. (EAST ELEVATION SIMILAR) SCALE: "3/4'.= 1'-0•' MOBC.RAIFORY . • SPPatT BEAM, REFER • PLATE TYPE C3 DETAIL 17/S3 L4x3x1/4 BRACING tom^ CO IN SIKRIN BEYOND A53 GR B . _ PIPE 3 1/20. TYP 9 3/f6' 2 -ff, 3/4' FLAMING AND MATEIPROOFWG NOT BY POEP METER BASE RATE TYPE A2 PER DETAIL 16/S3 3 1/2' • BASE RATE • TYPE A2 PM DETAIL DETAIL 16/S3 WORK PLATFORM SUPPORT BEAM SCALE- 3/4'. i•-0' WORK PLATFORM PLAN SCALE 3/4' - AWARFAVAIIIIk ANTENNA SUPPORT FRAME NORTH ELEVATION (SOUTH ELEVATION SMfI.AR) .. SCALE: 3/4 - P-0' FEB 2 7 2009 Oc1El0 °:u.? POGGEMEYER DESIGN GROUP 512 Sixth Str«t S SAt. 202 Simon& WMY,pt.n 98033 .1 am 0 .m..= a 8 0 0 0 I man OCT 08ER 24. 20101 J W J W IiJ O QWa LL < ^ . O 1 a.ZW a_ Q W O Z N O Z Z Q ¢— CD 0 0 J m JOB ?AMBER 7094A DESIGNED BY BSF DRAW! BY BSF OQOED BY RDB • DATE 12 NOV 2008 - SMELT NUMBER S6 DF S6